HomeMy WebLinkAboutWPO201700070 Other 2019-10-17Ivy Road Sidewalk Improvements
Project # 0250-002-R98
Hydraulic Design Report
Albemarle County, Virginia
October 11, 2019
Prepared by:
Kimley-Horn & Associates, Inc.
1700 Willow Lawn Dr., Suite 200
Richmond, VA 23230
Owner:
Albemarle County
Kimley-Horn and Associates, Inc.
Richmond,VA
Kimley)))Horn
2
This document, together with the concepts and designs presented herein, as an instrument of service, is
intended only for the specific purpose and client for which it was prepared. Reuse of and improper
reliance on this document without written authorization and adaptation by Kimley-Horn and Associates,
Inc. shall be without liability to Kimley-Horn and Associates, Inc.
3
TABLE OF CONTENTS
DRAINAGE NARRATIVE
APPENDIX A: SITE INFORMATION
USDA Soil Survey Map & Data
Recommended Maximum Water Velocities per AASHTO Soil Type
APPENDIX B: DRAINAGE AREA MAPS
Pre -Development Drainage Area Map
Post -Development Drainage Area Map
APPENDIX C: WATER QUALITY
Water Quality Compliance Summary
Water Quality Compliance Calculations
APPENDIX D: WATER QUANTITY
Water Quantity Compliance Summary
Energy Balance Compliance Summary
Applicable Storm Sewer and Hydraulic Grade Line Computations (See Appendix F for Additional
Applicable Computations)
APPENDIX E: DETENTION PIPE DESIGN
Hydraflow Model - Hydrographs and Reports
APPENDIX F: STORM DRAINAGE SYSTEM CALCULATIONS
Storm Sewer and Hydraulic Grade Line Computations
Curb Inlet Spread and Throat Length Calculations
Grate Inlet Calculations
4
INTRODUCTION
Project Description
Ivy Road is an existing three -lane undivided roadway with a mix of narrow shoulders, curb, and
curb and gutter between Old Ivy Road (Route 601) and the Route 29/Route 250 Bypass
interchange. Ivy Road generally runs east to west from the Charlottesville Business District to
Crozet. Ivy Road is an important transportation corridor, serving as a connection between the
Charlottesville Business District and the Route 29/Route 250 Bypass. Ivy Road (Business Route
250) is functionally classified as Urban Principal Arterial and is on the National Highway
System (NHS).
This project will provide bicycle lanes and concrete sidewalk along the south side of Ivy Road
for approximately 1,800 linear feet from the intersection with Old Ivy Road to the intersection
with Stillfried Lane.
Project Area
The applicable project site ("A -Site") is 1.47 acres. This area is likely to be disturbed during
construction. See Appendix B for more information.
Existing Drainage Conditions
In the existing condition, all stormwater runoff within the project limits is ultimately captured by
curb inlets, grate inlets, or end sections and conveyed via storm sewer systems to outfalls located
off -site. Two analysis points ("outfalls") have been identified at locations that collectively
include all impacted drainage areas. One analysis point (Outfall A) is located within a storm
sewer pipe, immediately upstream of its discharge point. The other analysis point (Outfall B) is
located within an existing pipe network that is well upstream of the ultimate discharge point of
the storm sewer system. Outfall A is located within the Moores Creek watershed. Outfall B is
located within the Rivanna River — Meadow Creek watershed.
• Outfall A
o This outfall is an existing 10" iron pipe leaving existing structure #433. The pipe
discharges into a roadside ditch on the northern side of Ivy Road.
o In the existing condition, this outfall collects stormwater runoff from along Ivy
Road, west of the high point near station 122+00.
o Additional off -site runoff reaches this outfall from the developments to the south
of Ivy Road. This runoff enters the existing grate inlet (#433) that leads to Outfall
A.
o There are anecdotal reports of ponding at existing grate inlet #433, which leads to
Outfall A. Analysis shows that the 10" iron pipe leaving existing structure #433 is
significantly over -capacity in the existing condition with an HGL that is above the
ground elevation. See Appendix D for more information.
• Outfall B
o This outfall is an assumed existing 42" concrete pipe leaving an assumed junction
between the existing 30" concrete pipe from existing structure #409 and the
existing 42" concrete pipe from existing structure #440. The extension of the
existing 42" concrete pipe and the junction were not verified via survey due to
inaccessibility. However, the Charlottesville GIS website shows that these two
branches of the existing storm sewer network combine and then continue east
towards downtown. The assumed junction is noted as existing structure #000 on
the plans. This condition is assumed across the existing and proposed analyses
and does not influence the outcome of the proposed stormwater management
improvements. The 10-year post -development Q is less than the 10-year pre -
development Q at the analysis point.
o In the existing condition, this outfall collects stormwater runoff from along Ivy
Road, east of the high point near station 122+00.
o Additional off -site runoff reaches this outfall from areas north of the Buckingham
Branch Railroad tracks. This runoff either crosses the railroad tracks via culverts
that discharge into an existing ditch along the north side of Ivy Road, or is
captured in an existing storm sewer network that runs along Old Ivy Road and
enters the survey limits at existing structure #440. The stormwater in the channel
along the north side of Ivy Road flows east to the intersection between Ivy Road
and Old Ivy Road. An existing culvert or pipe in this area, which would be an
inlet for the accumulated ditch stormwater, could not be found. Therefore, it must
be buried if it exists (In this case, the stormwater in the ditch would eventually
overtop the channel bank along Old Ivy Road and enter the existing storm sewer
network at existing structure #439). Anecdotal reports of the existing conditions
in this area suggest that this occurs today.
o Additional off -site runoff reaches this outfall from the developments to the south
of Ivy Road, all the way up to the peak of Lewis Mountain. This runoff enters the
existing storm sewer system along Ivy Road that leads to Outfall B.
o Analysis shows that the existing storm sewer system that leads to Outfall B is
over -capacity in some pipes along Ivy Road, with an HGL that is above the
ground elevation. This outfall was only analyzed along the existing storm sewer
trunk line on the southern side of Ivy Road that enters the outfall junction via the
existing 30" concrete pipe.
o Some assumptions were made in this analysis due to inaccessible inverts within
some existing structures.
o Analysis of the existing storm sewer trunk line along Old Ivy Road was not
completed due to the insignificance of project improvements contributing to the
drainage area reaching Outfall B from that branch (There is only 0.01 acres of
new impervious area within a total drainage area of 39.07 acres). See Appendix
D for more information.
6
PROPOSED DRAINAGE IMPROVEMENTS
Overview
In the post -development condition, all stormwater runoff will continue to be captured by either
an existing or proposed inlet structure and then conveyed via existing or proposed storm sewer to
one of two outfall points. The proposed drainage improvements are as follows:
• Outfall A
o Proposed curb inlets will be installed to capture runoff from the project site. Two
of these inlets (structures 3-1 and 3-2) drop into a proposed 36" storm sewer
detention pipe between the structures. This detention pipe controls the design
storm outflow and then discharges into the remainder of the storm sewer network.
o Structure 3-3 captures additional runoff that was entering the existing storm sewer
system at existing structure #433. This runoff bypasses the detention system and
combines with the detained runoff within proposed structure 3-8, prior to
discharging to Outfall A via the existing 10" iron pipe.
o The existing 10" iron pipe leaving structure 3-8 remains over -capacity in the
proposed condition. However, analysis shows that the HGL in the proposed
condition of this system is improved compared to the existing condition. The
calculated HGL using VDOT methodology reduces from 579.50 (16.21' above
the rim elevation of the existing grate inlet) to 573.16 [at structure 3-8] (8.51'
above the rim elevation of the proposed manhole). Therefore, the proposed
drainage changes at Outfall A will create a scenario where the roadway at the Ivy
Road / Stillfried Road intersection is less likely to be inundated in significant
storm events.
o Due to the significantly over -capacity existing 10" iron pipe (697% capacity
existing vs. 585% capacity proposed), the proposed detention system at Outfall A
has been designed in a free -flow condition to simulate the effects of detention in
storm events that do not create pressure flow in the 10" iron pipe and back up into
the detention system. The detention system cannot be realistically modeled under
a tailwater scenario.
o Overall, the proposed drainage design at Outfall A creates more underground
detention space and inlet capacity to remove water from the roadway. This will
improve drainage conditions at an existing inadequate outfall.
• Outfall B
o Proposed curb inlets will be installed to capture runoff from the project site. These
inlets are routed via proposed and existing storm sewer to a detention pipe
between structures 4-2 and 4-3, which controls the design storm outflow and then
discharges into the remainder of the proposed storm sewer network. Shortly
thereafter, it ties -in to the existing storm sewer network.
o A proposed curb inlet top is to be installed at structure 5-1 to replace the existing
grate inlet top at this location. This will allow the inlet to adequately capture
runoff from the road based on the proposed design.
o A grate inlet and storm sewer connection underneath Old Ivy Road is proposed
near station 134+25. This will give any stormwater that was ponding in this area
in the existing condition an inlet into the storm sewer network it was likely
intended to drain into. The proposed grate inlet does not fully mitigate the
ponding issue in this area under the design criteria (10-year storm with 50%
clogging). However, it improves the existing condition and gives stormwater
runoff an inlet where there is none currently.
Methodology
The proposed drainage system is designed to collect, detain, and convey the stormwater runoff
adequately and improve the existing drainage conditions when full improvements are not
practical. Inlet and storm sewer capacities and hydraulic grade line calculations were performed
using the Rational method. GEOPAK Drainage software was used to analyze curb inlet capacity
under a design storm intensity of 4 inches/hour. Grate inlet capacity was calculated manually via
a spreadsheet using the 10-year design storm and VDOT Drainage Manual practices. StormCAD
software was used to analyze storm sewer capacity and the hydraulic grade line under a 10-year
design storm. HGL calculations were also performed with VDOT methodology. However, the
VDOT numbers were judged to be too extreme for modeling purposes based on the nature of the
existing storm sewer inadequacies. The StormCAD HGL calculations were used for design
purposes at Outfall B, because they more closely resemble observed conditions. Inlet and storm
sewer calculations are presented in Appendix F.
Times of concentration for overland flow were calculated using the Seelye method. Times of
concentration for shallow concentrated flow were calculated using the TR-55 method. Times of
concentration for channel flow were calculated using the Kirpich method. Times of
concentration for off -site storm sewer were calculated manually, assuming an average velocity of
6 ft/s.
Stormwater runoff calculations for the detention pipe at Outfall A were performed using the SCS
Method. Stormwater runoff calculations for the detention pipe at Outfall B were performed using
the Rational Method. Because the proposed detention pipe at Outfall B is in -line with the rest of
the storm sewer network, Rational methodology was maintained to more accurately analyze the
conditions at Outfall B. Detention pipes were designed to detain enough stormwater so that each
existing storm sewer pipe downstream of the detention systems would convey a smaller post -
development Q than pre -development Q up until, and including at, the analysis points. The
detention pipe at Outfall B was also designed to contain the 100-year storm within the pipes and
account for the HGL elevation of the downstream storm sewer as the tailwater condition. The
design methodology for the detention pipe at Outfall A is described in the Proposed Drainage
Improvements Overview section above. Both detention systems were analyzed using Hydraflow
Hydrographs Extension software. The resulting models and calculations are presented in
Appendix E.
Both Outfall A and Outfall B have offsite areas that drain to the project site. Several of these
offsite developments have detention systems to control the runoff from their sites. When
available, the outflow from these systems was used in the analysis of the proposed storm system
along Ivy Road. When computations for these detention systems was unavailable, the runoff
from these sites was ignored in the quantity computations, as the peak runoff from these sites
would occur much later than the peak runoff from on -site, and therefore have no measurable
impact on the performance of the proposed systems.
Design Parameters
Design Storms: 2-Year; 10-Year; 100-Year
Manning's n-Values:
Use
n-Value
Concrete Pipes
0.013
Pavement/Gutter Flow
0.015
CN Values:
Land Cover
A -Soils
B-Soils
C-Soils
D-Soils
Forest/Open
Space
30
55
70
77
Managed Turf
39
61
74
80
Impervious
98
98
98
98
B, D, and E Factors:
Return Period
B
D
E
2-Year
49.020
10.500
0.820
10-Year
46.950
9.500
0.730
100-Year
31.090
5.000
0.550
Source: GEOPAK Drainage Library — Rainfall Data for Albemarle County
Minimum Pipe Size: 15"
Minimum Proposed Pipe Slope: 0.30%
WATER QUANTITY COMPLIANCE
This project must comply with part IIB of the VSMP regulations, which stipulates post -
development stormwater runoff must meet Channel Protection criteria and Flood Control criteria.
These criteria are addressed at each outfall as follows:
• Outfall A is a manmade existing iron pipe. At this outfall, the overall un-detained 10-year
Q (SCS) in the post -development condition is 11.92 cfs, which is greater than the 11.84
cfs in the existing condition. The existing storm sewer system is inadequate at this outfall.
Therefore, a detention pipe is proposed at Outfall A to meet Channel Protection (via
Energy Balance) and Flood Protection.
o The 1-year Q (SCS) contributed from the project site in the pre -development
condition is 0.52 cfs and the allowable Q (SCS) to meet Energy Balance (given
the pre- and post -development runoff volumes) with a 0.8 Improvement Factor is
0
0.36 cfs. Therefore, the overall 1-year Q (SCS) in the post -development condition
must be decreased to 0.16 cfs below the overall 1-year Q (SCS) in the pre -
development condition to meet Channel Protection criteria. After detention, this
requirement is satisfied. The overall post -development 1-year Q (SCS) at Outfall
A (combined storm sewer and bypass) is 4.96 cfs. This is 0.20 cfs less than the
overall pre -development 1-year Q (SCS) of 5.16 cfs.
o After detention, the overall 10-year Q (SCS) reaching Outfall A (combined storm
sewer and bypass) in the post -development condition is 11.73 cfs, which is less
than the overall 10-year Q (SCS) in the pre -development condition of 11.84 cfs.
Therefore, Flood Protection criteria is met.
• Outfall B is a manmade existing concrete storm sewer pipe. Therefore, this outfall meets
Channel Protection criteria because concrete pipe is non -erosive. Outfall B utilizes a
stormwater detention pipe to achieve Flood Protection compliance. The overall 10-year Q
(Rational) in the post -development condition is 79.90 cfs, which is less than the 81.55 cfs
in the existing condition.
Summary water quantity tables and calculations are presented in Appendix D.
WATER QUALITY COMPLIANCE
This project meets water quality compliance entirely through the purchase of nutrient credits. No
BMPs are proposed to be utilized for water quality compliance. The following table summarizes
the pre -development and post -development site conditions and phosphorus loading conditions.
Additional water quality calculations are included in Appendix C.
"A -SITE"
MANAGED
FORESTED
ADJUSTED
IMPERVIOUS
Total Load Reduction
SCENARIO
[AREA]
TURF AREA
AREA
P LOAD
0.73
AREA (AC.)
Required (lb/yr)
(AC.)
(AC.)
(AC.)
(LB/YR)
PRE-
Total Load Reduction
DEVELOPMENT
1.47
0.67
0.67
0.14
1.72
Provided by BMPs (lb/yr)
0.00
POST-
Remaining TP Credits to be
DEVELOPMENT
1.47
0.85
0.62
0.00
2.13
Purchased (lb/yr)
0 78
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Hydrologic Soil Group -Albemarle County, Virginia, and Charlottesville City, Virginia
Hydrologic Soil Group
Hydrologic Soil Group- Summary by Map Unit - Albemarle County, Virginia (VA003)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
2C
Albemarle fine sandy
C
7.8
1.5%
loam, 7 to 15 percent
slopes
2D
Albemarle fine sandy
C
20.5
3.9%
loam, 15 to 25 percent
slopes
3D
Albemarle very stony fine
C
1.7
0.3%
sandy loam, 15 to 25
percent slopes
14C
Chester loam, 7 to 15
B
7.4
1.4%
percent slopes
14D
Chester loam, 15 to 25
B
4.3
0.8%
percent slopes
19B
Cullen loam, 2 to 7
B
0.4
0.1 %
percent slopes
19C
Cullen loam, 7 to 15
B
7.2
1.3%
percent slopes
21 B
Culpeper fine sandy
B
44.6
8.4%
loam, 2 to 7 percent
slopes
21 C
Culpeper fine sandy
B
52.7
9.9%
loam, 7 to 15 percent
slopes
21 D
Culpeper fine sandy
B
0.4
0.1 %
loam, 15 to 25 percent
slopes
36B
Hayesville loam, 2 to 7
B
5.8
1.1 %
percent slopes
36C
Hayesville loam, 7 to 15
B
13.9
2.6%
percent slopes
36D
Hayesville loam, 15 to 25
B
8.1
1.5%
percent slopes
40D
Hazel very stony loam,
B
6.7
1.3%
15 to 25 percent
slopes
40E
Hazel very stony loam,
B
25.7
4.8%
25 to 45 percent
slopes
56B
Meadowville loam, 2 to 7
A
4.0
0.7%
percent slopes
66D
Parker very stony loam,
A
7.5
1.4%
15 to 25 percent
slopes
[jSDA Natural Resources Web Soil Survey 12/16/2015
41� Conservation Service National Cooperative Soil Survey Page 3 of 5
Hydrologic Soil Group —Albemarle County, Virginia, and Charlottesville City, Virginia
Hydrologic Soil Group— Summary by Map Unit — Albemarle County, Virginia (VA003)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
66E
Parker very stony loam,
25 to 45 percent
slopes
A
10.4
2.0%
88
Udorthents, loamy
72.8
13.7%
91
Urban land
54.2
10.2%
Subtotals for Soil Survey Area
366.2
67.0%
Totals for Area of Interest
631.9
100.0%
Hydrologic Soil Group— Summary by Map Unit — Charlottesville City, Virginia (VA540)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
88
Udorthents, loamy
30.6
51.8
38.9
5.8%
91
Urban land
9.7%
102C
Albemarle - Urban land
B
7.3%
complex, 7 to 15
percent slopes
102D
Albemarle - Urban land
B
24.1
4.5%
complex, 15 to 25
percent slopes
119C
Cullen - Urban land
C
12.9
2.4%
complex, 7 to 15
percent slopes
121 B
Culpeper - Urban land
C
6.1
1.2%
complex, 2 to 7
percent slopes
121 C
Culpeper - Urban land
C
11.2
2.1 %
complex, 7 to 15
percent slopes
Subtotals for Soil Survey Area
176.7
33.0%
Totals for Area of Interest
531.9
100.0%
[jSDA Natural Resources Web Soil Survey 12/16/2015
41� Conservation Service National Cooperative Soil Survey Page 4 of 5
Hydrologic Soil Group —Albemarle County, Virginia, and Charlottesville City, Virginia
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained orwell drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
[jSDA Natural Resources Web Soil Survey 12/16/2015
41� Conservation Service National Cooperative Soil Survey Page 5 of 5
Chapter 7 - Ditches and Channels
Appendix 713-2 Recommended Maximum Water Velocities
and Manning's n as a Function of Soil Type
and Flow Depth
Fortier and
Maximum
Manning's
ASSHTO
ASSHTO
Scobey Soil
Water
n
Classification
Soil Description
Description
Velocity
-Flow
(ft/s)
Depth
0.5-2.0 ft
BROKEN ROCK and COBBLES
Cobbles and
5.5
0.030
Shingles
A-1-a
Stone fragments or GRAVEL, with or
Coarse
without well -graded' binder
gravel, non-
4.5
0.025
colloidal
same
same
Fine gravel
3.5
0.020
Graded loam
A-1-b
Coarse SAND, with or without well-
to cobbles
4.0
0.030
graded' binder
when non-
colloidal
A-2
Mixture of GRAVEL and SAND, with
Graded silts
(A-2-4. A-2-5.
silty or clay fines3, or nonplastic silt
to cobbles
4.5
0.030
A-2-6, A-2-7)
fines
when colloidal
same
same
Sandy loam,
2.0
0.020
non -colloidal
A-3
Fine SAND, without silty clay fines; e.g.
Fine Sand,
beach sand or stream -deposited fine
non -colloidal
1.5
0.020
sand
same
same
Silt loam,
2.3
0.020
non -colloidal
Non- to moderately plastic SILT;
Alluvial silts,
A-4
mixtures of silt, sand, and/or gravel,
non -colloidal
2.3
0.020
with a minimum silt content of 36%
A-5
Moderately to highly plastic SILT. Soil;
Ordinary firm
mixtures of silt, sand, and/or gravel,
loam
2.5
0.020
with a minimum fines3 content of 36%
A-6
Plastic CLAY soil; mixtures of clay,
Alluvial silts,
sand, and/or gravel, with a minimum
colloidal
3.5
0.025
fines3 content of 36%
A-7
Moderately to highly plastic, CLAY;
Stiff clay,
mixtures of clay, sand, and/or gravel,
very colloidal
4.0
0.025
with a minimum clay content of 36%
1) Well -graded -containing a broad range of particle sizes with no intermediate sizes missing.
1) Binder - soil particles consisting of fine sand, silt, and clay.
2) Fines - particle sizes finer than 0.074 mm (e.g., silt and clay particles).
3) Plasticity - ability of a soil mass to deform at constant volume without cracking or crumbling.
+ Relationship between AASHTO classification and Fortier and Scobey description is loosely
correlated.
1 of 2 VDOT Drainage Manual
APPENDIX B
Ih I'9 .� I1\ .affillI 0 I1831o0 i%I .:0 IN
PRE -DEVELOPMENT
I
/
I
�
/
s
/
/
/
OUTFALL A
/
I
I
II
II
II
II
II
I�
l�
Pre- DeveIopment "A -Site" Land Cover
OUTFALL A
OU FALL 6
AREA (ACRES)
❑ 22
125
PRE-DEV.I MP. COVER (ACRES)
0.12
0.54
PRE-DEV. CN
82
76
LEGEND
PROJECT AREA ("A -SITE")
OVERALL DRAINAGE AREA
PRE -DEVELOPMENT "A -SITE" IMPERVIOUS LAND COVER
�I
I
I
I
/
0
/ OUTFALL B
/
J
i
SCALE
6 200' 400'
Ih I'9 .� I1\ .affillI 0 I:�l yok\ uvt .:l is
POST -DEVELOPMENT
V
Post -Development "A -Site" Land Cover
GUTFALL A
I OU FALL B
AREA (P,CRESj
❑22�12POST-OEAREA
CRES) IACRESj
❑-22POST-OEV.
CN
85
LEGEND
PROJECT AREA ("A -SITE")
OVERALL DRAINAGE AREA
INLET AREAS
INLET
AREA [AC}
3-1
0.33
3-2
0.40
3-3
113
3-10
0.31
4-1
0.88
4-2
0.38
4-3
O25
4-6
0.43
5-1
024
5-2
1729
POST -DEVELOPMENT "A -SITE" IMPERVIOUS LAND COVER
i
/
/
l
/ 3-/0
4-2 4-3 [
L
✓ �� / 5-2
4-/
4-6
I
/
0
/
OUTFALL B
J
i
SCALE
6 200' 400'
APPENDIX C
Virginia Runoff Reduction Method Worksheet
DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0
BMP Design Specifications List: 2013 Draft Stds & Specs
Site Summary - Linear Development Project***
Total Rainfall (in): 43
Total Disturbed Acreage: 1.47
Site Land Cover Summary
Pre-ReDevelopment Land Cover (acres)
Asoils
BSoils
CSoils
DSoils
Totals
%of Total
Forest/Open (acres)
0.00
0.14
0.00
0.00
0.14
9
Managed Turf (acres)
0.00
0.67
0.00
0.00
0.67
45
Impervious Cover (acres)
0.00
0.67
0.00
0.00
0.67
45
1.47
100
Post-ReDevelopment Land Cover (acres)
A soils
B Soils
C Soils
D Soils
Totals
% of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00
0.62
0.00
0.00
0.62
42
Impervious Cover (acres)
0.00
0.85
0.00
0.00
0.85
58
1.47
100
Site Tv and Land Cover Nutrient Loads
Final Post -Development
Post-
Post-
Adjusted Pre-
(Post-ReDevelopment
ReDevelopment
Development
ReDevelopment
&New lm ervious
p )
(New Impervious)
Site Rv
0.64
0.59
0.95
0.59
Treatment Volume (ft)
3,391
2,743
648
2,743
TP Load (lb/yr)
2.13
1.72
0.41
1.72
Total TP Load Reduction Required (lb/yr) 0.73 N/A***
***This is a linear development project
Final Post -Development Load
(Post-ReDevelopment & New Impervious)
Pre-
ReDevelopment
TN Load (Ib/yr)
15.24
12.56
Site Compliance Summary- ***Linear Development Project
Maximum %Reduction Required Below 20%
Pre-ReDevelopment Load
Total Runoff Volume Reduction (ft')
0
Total TP Load Reduction Achieved (lb/yr)
0.00
Total TN Load Reduction Achieved (lb/yr)
0.00
Remaining Post Development TP Load
(lb/yr)
2.13
Remaining TP Load Reduction (lb/yr)
Required
0.73
Pre-
Final Post -Development
Post-ReDevelopment TP
ReDevelopment
TP Load per acre
Load per acre
TP Load per acre
(lb/acre/yr)
(lb/acre/yr)
Ib acre r
1.34
1.45
1.34
Summary Print
CLEAR ALL
Ile_---
-
---
fina®---■
Post -Development
__■__,
Enter
Total Disturbed Area (acres)
_--�
Maximum reduction required:
10%---
The site's net increase
in impervious cover iacresf is:
0.187810932
Post -Development
TP Load Reduction for5ite /Ib/yr/:
0.73
-_,
Pre-ReDevelopment Land Cover (acres)
Post -Development Land Cover (acres)
--
--_---
(Rv)
LNIRIIIA,
Runoff Coefficients
11 Mr.
LAND COVER SUMMARY--PRE-REDEVELOPMENT
LAND
COVER SUMMARY --POST DEVELOPMENT
.....
......... -
�-
��-�
slow
Treatment Volume and
Nutrient Load
■
r
.: .. ..
.....
,-
.. ... ........
Post -Development Requirement
for
Site Area
I TP Load Reduction Required (lb/yr)
Linear Project TP Load Reduction Required Qb/yrl:
0.73
APPENDIX D
Stormwater Outfall Table
Site Area (Acres)
1.47
Outfall A
Outfall B
Drainage Area From Site (Acres)
0.22
1.25
Overall Drainage Area (Acres)
1.85
70.81
Drainage Area to Existing Detention Systems
(Acres)
N/A
3.02
Runoff Reduction (cf)
0
0
Receiving Channel Type (Natural, Restored, or
Manmade)
Manmade
Manmade
Channel Protection Compliance Method
Energy Balance
Non -Erosive
Flood Protection Compliance Method
10-yr QDeveloped < 10-yr QExisting
10-yr QDeveloped < 10-yr QExisting
1-year
10-year
2-year
10-year
VExisting (ft/S)
N/A
N/A
14.49
N/A
VDeveloped (ft/S)
N/A
N/A
14.49
N/A
VAllowed (ft/S)
N/A
N/A
N/A
N/A
QExisting (CFS)
5.16
11.84
N/A
81.55
/
QDeveloped (CFS)
4.96
11.73
N/A
79.90
QAllo ved (CFS)
5.00
11.84
N/A
81.55
NOTE: Outfall A calculations are computed using the SCS Method. Outfall B calculations are computed using the
Rational Method, since the proposed detention system for this outfall discharges into an existing manmade stormsewer
system that requires additional calculations downstream of the detention point. Both outfall calculations account for
the overall drainage area reaching each outfall. Drainage areas that are assumed to drain to existing detention systems
are excluded from the water quantity calculations.
NOTE: Proposed detention pipes are used to reduce the 10-yr Q (cfs) in the pipes downstream of the proposed storm
sewer improvements.
Energy Balance Calculations
PRE -DEVELOPMENT
Site
Tc Runoff Volume
Outfall Area CN 1-yr Q (cfs)
(minutes) (Cu ft)
(acres)
A 0.22 82 5 1056 0.52
POST -DEVELOPMENT
Site Tc Runoff Volume 1-yr Q 1-yr Q
Outfall Area CN (minutes) (Cu ft) Allowable Improvement
(acres) (cfs) Required (cfs)
A 0.22 85 5 1214 0.36 0.16
Kimley>>> Horn
Storm Drain Design Calculations
VDOT LD-229
Outfall A - Existing
Project: Ivy Road Sidewalk Improvements
Project #: 0250-002-R98
Date: 10/4/2019
Locality: Albemarle
10 -year storm
Manning n = 0.013
Kimley)))Horn
Hydraulic Grade Line Calculations
VDOT LD-347 Outfall A - Existing
Project: Ivy Road Sidewalk Improvements
Project M 0250-002-R98
Date: 10/4/2019
Locality: Albemarle
10 -year storm
Angle 0 15 20 25 30 40 50 60 70 80 90
K 0 0.19 0.25 0.30 0.35 0.43 0.50 0.56 0.61 0.66 0.70
OUTLET
•
•
•
����m
m���®
• • •
• • •
• • •
• • •
• • •
0
• • •
®®®m®�
579.50
Kimley>>Morn
Storm Drain Design Calculations
VDOT LD-229
Outfall B - Existing
Project: Ivy Road Sidewalk Improvements
Project #: 0250-002-R98
Date: 8/22/2017
Locality: Albemarle
10 -year storm
Manning n = 0.013
FROM
POINT
TO POINT
DRAINAGE
AREA
RUNOFF
COEFFICIENT
CA
INLETTIME
RAINFALL
RUNOFF
INVERT ELEVATIONS
LENGTH
SLOPE
SIZE
PIPE
CAPACITY
Q/Qf
VELOCITY
FLOW TIME
REMARKS
inlet
accum
upper end
lower end
incr I accum
acres
C
min
in/hr
cfs
ft
ft
ft
%
in
cfs
%
fps
min
#431
#432
1.94
0.75
1.455
1.455
5.00
6.67
9.78
556.78
553.43
112
0.03
15
11.17
88%
10.26
0.18
5.00
#432
#432-A
0.34
0.85
0.289
1.744
5.00
6.61
11.61
553.43
551.00
84
0.029
15
10.99
106%
10.12
0.14
5.18
SURCHARGED
#432-A
#418-A
(N/A)
(N/A)
0.000
1.744
0.00
6.56
11.53
550.00
545.70
180
0.024
24
34.96
33%
9.98
0.30
5.32
#418-A
#418
0.31
0.70
0.217
1.961
5.00
6.47
12.78
544.70
1 544.43
12
1 0.023
24
1 33.93
38%
1 10.04
0.02
5.62
#418
#415
0.38
0.75
0.285
2.246
5.00
6.46
14.62
542.03
541.34
53
0.013
24
25.81
57%
8.47
0.10
5.64
#415
#400
0.38
0.75
0.285
2.531
5.00
6.43
16.39
541.32
538.37
131
0.023
24
33.95
48%
10.71
0.20
5.75
#400
#401
0.46
0.75
0.345
2.876
5.00
6.36
18.45
538.30
536.77
61
0.025
24
35.83
51%
5.87
0.17
1 5.95
#401
#421-A
0.93
0.80
0.744
3.620
5.00
6.31
23.03
536.70
535.93
98
0.008
24
20.05
115%
7.33
0.22
6.12
SURCHARGED
#421-A
#405
(N/A)
(N/A)
0.000
3.620
0.00
6.25
22.80
535.93
535.56
47
0.008
24
20.07
114%
7.26
0.11
6.35
SURCHARGED
#405
#406
0.03
0.55
0.017
3.636
5.00
6.22
22.79
535.52
535.33
24
0.008
24
20.13
113%
7.25
0.06
6.45
ISURCHARGED
#406
#409
23.17
0.60
13.902
17.538
15.13
4.53
80.04
535.05
529.23
185
1 0.031
24
40.12
200%
25.48
0.12
15.13
SURCHARGED
#409
#409 (Out)
0.79
0.50
0.395
17.934
5.00
4.51
81.55
528.19
526.50
73
0.023
30
62.41
131%
16.61
0.07
15.25
SURCHARGED
Kimley)))Horn
Hydraulic Grade Line Calculations
VDOT LD-347 Outfall B - Existing
Project: Ivy Road Sidewalk Improvements
Project M 0250-002-R98
Date: 8/22/2017
Locality: Albemarle
10 -year storm
Angle 0 15 20 25 30 40 50 60 70 80 90
K 0 0.19 0.25 0.30 0.35 0.43 0.50 0.56 0.61 0.66 0.70
INLET
0.8D+
INV
(OUT)
ACTUAL
OUTLET
WSE
DESIGN
OUTLET
WSE
Do
Qo
L.
Sfo
Ht
JUNCTION LOSS
FINALH
INLET F/L
WSE ELEV
Vo
(8)
Ho
(9)
Q
(10)
V;
(11)
Q;V;
(12)
z
V,.
Zg
H;
Angle
Ho
H,
Surface
Runoff
Factor?
1.3 H,
IS-17
0.5 H,
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20) (21)
#409
528.50
529.00
529.00
30
81.55
73
0.0395
2.89
16.61
1.07
80.04
25.48
2039.42
10.08
3.53
40
4.33
8.93
NO
8.93
YES
4.47
7.35
534.80
#406
530.83
536.35
536.35
24
80.04
185
0.1252
23.17
25.48
2.52
22.79
7.25
165.23
0.82
0.29
90
0.57
3.38
YES
4.39
YES
2.20
25.36
538.07
#405
536.93
561.71
561.71
24
22.79
24
0.0102
0.24
7.25
0.20
22.80
7.26
165.53
0.82
0.29
90
0.57
1.06
NO
1.06
YES
0.53
0.78
538.36
#421-A
537.16
562.49
562.49
24
22.80
47
0.0102
0.48
7.26
0.20
23.03
7.33
168.81
0.83
0.29
0
0.00
0.50
NO
0.50
YES
0.25
0.73
542.23
#401
537.53
563.22
563.22
24
23.03
98
0.0104
1.02
7.33
0.21
18.45
5.87
108.30
0.54
0.19
15
0.10
0.50
YES
0.65
YES
0.32
1.34
541.39
#400
538.37
564.56
564.56
24
18.45
61
0.0067
0.41
5.87
0.13
16.39
10.71
175.54
1.78
0.62
0
0.00
0.76
YES
0.98
YES
0.49
0.90
543.33
#415
539.97
565.45
565.45
24
16.39
131
0.0053
0.69
10.71
0.45
14.62
8.47
123.83
1.11
0.39
0
0.00
0.84
YES
1.09
YES
0.54
1.23
547.38
#418
542.94
566.68
566.68
24
14.62
53
0.0042
0.22
8.47
0.28
12.78
10.04
128.31
1.57
0.55
0
0.00
0.83
YES
1.07
YES
0.54
0.76
548.56
#418-A
546.03
567.44
567.44
24
12.78
12
0.0032
0.04
10.04
0.39
11.53
9.98
115.07
1.55
0.54
0
0.00
0.93
YES
1.21
YES
0.61
0.64
.: r • 549.94
#432-A
547.30
568.09
568.09
24
11.53
180
0.0026
0.47
1 9.98
0.39
11.61
10.12
117.49
1.59
0.56
15
0.30
1.25
NO
1.25
YES
0.62
1.09
558.28
#432
552.00
569.18
569.18
15
11.61
84
0.0323
2.71
10.12
0.40
9.78
10.26
100.34
1.63
0.57
15
0.31
1.28
YES
1.66
YES
0.83
3.55
556.85
#431
554.43
572.72
572.72
15
9.78
112
0.0229
2.57
10.26
0.41
0.00
0.00
0.00
0.00
0.00
0
0.00
0.41
YES
0.53
YES
0.27
2.83
561.17
APPENDIX E
Hydraflow Table of Contents
Ivy - Outfall A Detention.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Sunday, 10 / 6 / 2019
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Outfall A - Overall - Pre ......................................................... 4
Hydrograph No. 2, SCS Runoff, Outfall A - Overall - Post ....................................................... 5
Hydrograph No. 3, SCS Runoff, Area to Outfall A Detention Pipe ........................................... 6
Hydrograph No. 4, SCS Runoff, Bypass to Outfall A............................................................... 7
Hydrograph No. 5, Reservoir, Detention System A................................................................. 8
Pond Report - Detention Pipe - Outfall A............................................................................ 9
Hydrograph No. 6, Combine, Outfall A.................................................................................. 11
Hydrograph No. 7, SCS Runoff, Outfall A - Site - Pre............................................................ 12
Hydrograph No. 8, SCS Runoff, Outfall A - Site - Post.......................................................... 13
10 -Year
SummaryReport.......................................................................................................................
14
HydrographReports.................................................................................................................
15
Hydrograph No. 1, SCS Runoff, Outfall A - Overall - Pre .......................................................
15
Hydrograph No. 2, SCS Runoff, Outfall A - Overall - Post .....................................................
16
Hydrograph No. 3, SCS Runoff, Area to Outfall A Detention Pipe .........................................
17
Hydrograph No. 4, SCS Runoff, Bypass to Outfall A.............................................................
18
Hydrograph No. 5, Reservoir, Detention System A...............................................................
19
Hydrograph No. 6, Combine, Outfall A..................................................................................
20
Hydrograph No. 7, SCS Runoff, Outfall A - Site - Pre............................................................
21
Hydrograph No. 8, SCS Runoff, Outfall A - Site - Post..........................................................
22
100 -Year
SummaryReport.......................................................................................................................
23
HydrographReports.................................................................................................................
24
Hydrograph No. 1, SCS Runoff, Outfall A - Overall - Pre .......................................................
24
Hydrograph No. 2, SCS Runoff, Outfall A - Overall - Post .....................................................
25
Hydrograph No. 3, SCS Runoff, Area to Outfall A Detention Pipe .........................................
26
Hydrograph No. 4, SCS Runoff, Bypass to Outfall A.............................................................
27
Hydrograph No. 5, Reservoir, Detention System A...............................................................
28
Hydrograph No. 6, Combine, Outfall A..................................................................................
29
Hydrograph No. 7, SCS Runoff, Outfall A - Site - Pre............................................................
30
Hydrograph No. 8, SCS Runoff, Outfall A - Site - Post..........................................................
31
OFReport.................................................................................................................. 32
I
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
1
CD
3
4
ez
CD
ED
7
8
VP
6
Legend
Hvd• Origin
Description
1 SCS Runoff
Outfall A - Overall - Pre
2 SCS Runoff
Outfall A - Overall - Post
3 SCS Runoff
Area to Outfall A Detention Pipe
4 SCS Runoff
Bypass to Outfall A
5 Reservoir
Detention System A
6 Combine
Outfall A
7 SCS Runoff
Outfall A - Site - Pre
8 SCS Runoff
Outfall A - Site - Post
Project: Ivy - Outfall A Detention.gpw
Sunday, 10 / 6 / 2019
Hydrograph Return Period ReHydraf wcap
Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
Hydrograph
Inflow
Peak Outflow
(cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
SCS Runoff
------
1-yr
2-yr
3-yr
5-yr
-------
10-yr
25-yr
50-yr
100-yr
1
5.155
-------
-------
11.84
-------
-------
21.30
Outfall A - Overall - Pre
2
SCS Runoff
------
5.221
-------
-------
-------
11.92
-------
-------
21.36
Outfall A - Overall - Post
3
SCS Runoff
------
1.624
-------
-------
-------
4.169
-------
-------
7.917
Area to Outfall A Detention Pipe
4
SCS Runoff
------
3.649
-------
-------
-------
7.752
-------
-------
13.46
Bypass to Outfall A
5
Reservoir
3
1.464
-------
-------
-------
4.151
-------
-------
7.881
Detention System A
6
Combine
4,5
4.958
-------
-------
-------
11.73
-------
-------
21.34
Outfall A
7
SCS Runoff
------
0.524
-------
-------
-------
1.303
-------
-------
2.433
Outfall A - Site - Pre
8
SCS Runoff
------
0.600
-------
-------
-------
1.394
-------
-------
2.519
Outfall A - Site - Post
Proj. file: Ivy - Outfall A Detention.gpw
Sunday, 10 / 6 / 2019
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
5.155
Time
interval
(min)
2
Time to
Peak
(min)
716
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
------
Total
strge used
(cuft)
------
Hydrograph
Description
1
10,445
------
Outfall A - Overall - Pre
2
SCS Runoff
5.221
2
716
10,587
------
------
------
Outfall A - Overall - Post
3
SCS Runoff
1.624
2
718
3,259
------
------
------
Area to Outfall A Detention Pipe
4
SCS Runoff
3.649
2
716
7,509
------
------
------
Bypass to Outfall A
5
Reservoir
1.464
2
720
3,259
3
562.74
192
Detention System A
6
Combine
4.958
2
718
10,768
4,5
------
------
Outfall A
7
SCS Runoff
0.524
2
718
1,056
------
------
------
Outfall A - Site - Pre
8
SCS Runoff
0.600
2
716
1,214
------
------
------
Outfall A - Site - Post
Ivy - Outfall A Detention.gpw
Return Period: 1 Year
Sunday, 10 / 6 / 2019
4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019
Hyd. No. 1
Outfall A - Overall - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 5.155 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 10,445 cuft
Drainage area
= 1.850 ac
Curve number
= 85.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
F
3.00
2.00
1.00
0.00 ' 1'
0 2 4
Hyd No. 1
Outfall A - Overall - Pre
Hyd. No. 1 -- 1 Year
6 8 10 12 14
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
' 0.00
16 18 20 22 24
Time (hrs)
5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019
Hyd. No. 2
Outfall A - Overall - Post
Hydrograph type
= SCS Runoff
Peak discharge
= 5.221 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 10,587 cuft
Drainage area
= 1.850 ac
Curve number
= 85.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
F
3.00
2.00
1.00
0.00 ' 1'
0 2 4
Hyd No. 2
Outfall A - Overall - Post
Hyd. No. 2 -- 1 Year
6 8 10 12 14
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
' 0.00
16 18 20 22 24
Time (hrs)
Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Area to Outfall A Detention Pipe
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.730 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
0.00
0 2 4
Hyd No. 3
Area to Outfall A Detention Pipe
Hyd. No. 3 -- 1 Year
Sunday, 10 / 6 / 2019
= 1.624 cfs
= 11.97 hrs
= 3,259 cuft
= 80.5
= 0 ft
= 5.00 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
1 0.00
26
Time (hrs)
Hydrograph Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 4
Bypass to Outfall A
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.130 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Bypass to Outfall A
Sunday, 10 / 6 / 2019
= 3.649 cfs
= 11.93 hrs
= 7,509 cuft
= 89.2
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 4 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
Detention System A
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 3 - Area to Outfall A Detention Mipe Elevation
Reservoir name = Detention Pipe - Outfall A Max. Storage
Storage Indication method used.
Q (cfs)
2.00
1.00
0.00
0 2 4
Hyd No. 5
Detention System A
Hyd. No. 5 -- 1 Year
Sunday, 10 / 6 / 2019
= 1.464 cfs
= 12.00 hrs
= 3,259 cuft
= 562.74 ft
= 192 cuft
6 8 10 12 14 16 18 20 22 24
Hyd No. 3 Total storage used = 192 cuft
Q (cfs)
2.00
1.00
---J- 0.00
26
Time (hrs)
Pond Report
0
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019
Pond No. 1 - Detention Pipe - Outfall A
Pond Data
UG Chambers -Invert elev. = 561.00 ft, Rise x Span = 3.00 x 3.00 ft, Barrel Len = 50.00 ft, No. Barrels = 1, Slope = 0.30%, Headers = No
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
561.00
n/a
0
0
0.31
561.32
n/a
13
13
0.63
561.63
n/a
32
45
0.94
561.95
n/a
40
85
1.26
562.26
n/a
45
130
1.58
562.58
n/a
47
177
1.89
562.89
n/a
47
224
2.20
563.21
n/a
45
268
2.52
563.52
n/a
40
308
2.84
563.84
n/a
32
340
3.15
564.15
n/a
13
353
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
7.00
6.00
0.00
Crest Len (ft)
= 16.00
4.00
Inactive
0.00
Span (in)
= 15.00
7.00
18.00
0.00
Crest El. (ft)
= 567.13
563.40
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 561.00
561.00
562.60
0.00
Weir Type
= 1
Rect
Rect
---
Length (ft)
= 52.00
0.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 2.30
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
561.00
0.00
0.00
0.00 ---
0.00
0.00 --- ---
0.03
1
561.03
0.00 is
0.00 is
0.00 ---
0.00
0.00 --- ---
0.06
3
561.06
0.01 is
0.01 is
0.00 ---
0.00
0.00 --- ---
0.09
4
561.09
0.02 is
0.02 is
0.00 ---
0.00
0.00 --- ---
0.13
5
561.13
0.04 is
0.04 is
0.00 ---
0.00
0.00 --- ---
0.16
7
561.16
0.06 is
0.06 is
0.00 ---
0.00
0.00 --- ---
0.19
8
561.19
0.09 is
0.09 is
0.00 ---
0.00
0.00 --- ---
0.22
9
561.22
0.12 is
0.12 is
0.00 ---
0.00
0.00 --- ---
0.25
11
561.25
0.15 is
0.15 is
0.00 ---
0.00
0.00 --- ---
0.28
12
561.28
0.19 is
0.19 is
0.00 ---
0.00
0.00 --- ---
0.31
13
561.32
0.23 is
0.23 is
0.00 ---
0.00
0.00 --- ---
0.35
17
561.35
0.27 is
0.27 is
0.00 ---
0.00
0.00 --- ---
0.38
20
561.38
0.31 is
0.31 is
0.00 ---
0.00
0.00 --- ---
0.41
23
561.41
0.37 is
0.36 is
0.00 ---
0.00
0.00 --- ---
0.44
26
561.44
0.41 is
0.41 is
0.00 ---
0.00
0.00 --- ---
0.47
29
561.47
0.46 is
0.46 is
0.00 ---
0.00
0.00 --- ---
0.50
32
561.50
0.51 is
0.50 is
0.00 ---
0.00
0.00 --- ---
0.54
36
561.54
0.56 is
0.55 is
0.00 ---
0.00
0.00 --- ---
0.57
39
561.57
0.59 is
0.59 is
0.00 ---
0.00
0.00 --- ---
0.60
42
561.60
0.62 is
0.62 is
0.00 ---
0.00
0.00 --- ---
0.63
45
561.63
0.65 is
0.65 is
0.00 ---
0.00
0.00 --- ---
0.66
49
561.66
0.68 is
0.68 is
0.00 ---
0.00
0.00 --- ---
0.69
53
561.69
0.71 is
0.71 is
0.00 ---
0.00
0.00 --- ---
0.72
57
561.72
0.74 is
0.74 is
0.00 ---
0.00
0.00 --- ---
0.76
61
561.76
0.77 is
0.76 is
0.00 ---
0.00
0.00 --- ---
0.79
65
561.79
0.80 is
0.79 is
0.00 ---
0.00
0.00 --- ---
0.82
69
561.82
0.83 is
0.81 is
0.00 ---
0.00
0.00 --- ---
0.85
73
561.85
0.84 is
0.84 is
0.00 ---
0.00
0.00 --- ---
0.88
77
561.88
0.87 is
0.86 is
0.00 ---
0.00
0.00 --- ---
0.91
81
561.91
0.90 is
0.88 is
0.00 ---
0.00
0.00 --- ---
0.94
85
561.95
0.91 is
0.91 is
0.00 ---
0.00
0.00 --- ---
0.98
90
561.98
0.94 is
0.93 is
0.00 ---
0.00
0.00 --- ---
---
---
0.000
---
---
0.003
---
---
0.011
---
---
0.023
---
---
0.041
---
---
0.062
---
---
0.089
---
---
0.118
---
---
0.150
---
---
0.187
---
---
0.228
---
---
0.271
---
---
0.313
---
---
0.358
---
---
0.408
---
---
0.456
---
---
0.502
---
---
0.547
---
---
0.590
---
---
0.621
---
---
0.650
---
---
0.679
---
---
0.708
---
---
0.736
---
---
0.763
---
---
0.787
---
---
0.810
---
---
0.837
---
---
0.863
---
---
0.884
---
---
0.908
---
---
0.933
Continues on next
page...
10
Detention Pipe - Outfall A
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C Wr D Exfil User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs cfs cfs cfs
cfs
1.01
94
562.01
0.97 is
0.95 is
0.00
---
0.00
0.00
--- --- --- ---
0.952
1.04
99
562.04
0.98 is
0.98 is
0.00
---
0.00
0.00
--- --- --- ---
0.977
1.07
103
562.07
1.01 is
1.00 is
0.00
---
0.00
0.00
--- --- --- ---
0.998
1.10
108
562.10
1.02 is
1.02 is
0.00
---
0.00
0.00
--- --- --- ---
1.018
1.13
112
562.13
1.05 is
1.04 is
0.00
---
0.00
0.00
--- --- --- ---
1.041
1.17
116
562.17
1.09 is
1.06 is
0.00
---
0.00
0.00
--- --- --- ---
1.058
1.20
121
562.20
1.09 is
1.08 is
0.00
---
0.00
0.00
--- --- --- ---
1.083
1.23
125
562.23
1.12 is
1.10 is
0.00
---
0.00
0.00
--- --- --- ---
1.099
1.26
130
562.26
1.12 is
1.12 is
0.00
---
0.00
0.00
--- --- --- ---
1.123
1.29
135
562.29
1.16 is
1.14 is
0.00
---
0.00
0.00
--- --- --- ---
1.139
1.32
139
562.32
1.16 is
1.16 is
0.00
---
0.00
0.00
--- --- --- ---
1.162
1.35
144
562.35
1.20 is
1.18 is
0.00
---
0.00
0.00
--- --- --- ---
1.177
1.39
149
562.39
1.20 is
1.20 is
0.00
---
0.00
0.00
--- --- --- ---
1.199
1.42
153
562.42
1.21 is
1.21 is
0.00
---
0.00
0.00
--- --- --- ---
1.215
1.45
158
562.45
1.25 is
1.24 is
0.00
---
0.00
0.00
--- --- --- ---
1.235
1.48
163
562.48
1.25 is
1.25 is
0.00
---
0.00
0.00
--- --- --- ---
1.252
1.51
167
562.51
1.29 is
1.27 is
0.00
---
0.00
0.00
--- --- --- ---
1.270
1.54
172
562.54
1.29 is
1.29 is
0.00
---
0.00
0.00
--- --- --- ---
1.290
1.58
177
562.58
1.33 is
1.30 is
0.00
---
0.00
0.00
--- --- --- ---
1.305
1.61
181
562.61
1.33 is
1.32 is
0.00 is
---
0.00
0.00
--- --- --- ---
1.327
1.64
186
562.64
1.37 is
1.34 is
0.04 is
---
0.00
0.00
--- --- --- ---
1.375
1.67
191
562.67
1.46 is
1.35 is
0.09 is
---
0.00
0.00
--- --- --- ---
1.439
1.70
196
562.70
1.55 is
1.35 is
0.16 is
---
0.00
0.00
--- --- --- ---
1.517
1.73
200
562.73
1.64 is
1.36 is
0.25 is
---
0.00
0.00
--- --- --- ---
1.606
1.76
205
562.76
1.73 is
1.37 is
0.34 is
---
0.00
0.00
--- --- --- ---
1.706
1.80
210
562.80
1.83 is
1.37 is
0.44 is
---
0.00
0.00
--- --- --- ---
1.816
1.83
214
562.83
1.93 is
1.38 is
0.55 is
---
0.00
0.00
--- --- --- ---
1.930
1.86
219
562.86
2.07 is
1.38 is
0.67 is
---
0.00
0.00
--- --- --- ---
2.054
1.89
224
562.89
2.21 is
1.38 is
0.80 is
---
0.00
0.00
--- --- --- ---
2.182
1.92
228
562.92
2.32 is
1.39 is
0.93 is
---
0.00
0.00
--- --- --- ---
2.319
1.95
233
562.95
2.46 is
1.39 is
1.07 is
---
0.00
0.00
--- --- --- ---
2.463
1.98
237
562.98
2.61 is
1.39 is
1.22 is
---
0.00
0.00
--- --- --- ---
2.611
2.02
242
563.02
2.76 is
1.39 is
1.37 is
---
0.00
0.00
--- --- --- ---
2.764
2.05
246
563.05
2.95 is
1.39 is
1.53 is
---
0.00
0.00
--- --- --- ---
2.923
2.08
251
563.08
3.09 is
1.40 is
1.69 is
---
0.00
0.00
--- --- --- ---
3.089
2.11
255
563.11
3.24 is
1.40 is
1.84 is
---
0.00
0.00
--- --- --- ---
3.239
2.14
259
563.14
3.36 is
1.40 is
1.95 is
---
0.00
0.00
--- --- --- ---
3.355
2.17
264
563.17
3.49 is
1.41 is
2.05 is
---
0.00
0.00
--- --- --- ---
3.462
2.20
268
563.21
3.57 is
1.42 is
2.15 is
---
0.00
0.00
--- --- --- ---
3.569
2.24
272
563.24
3.69 is
1.42 is
2.25 is
---
0.00
0.00
--- --- --- ---
3.667
2.27
276
563.27
3.77 is
1.43 is
2.33 is
---
0.00
0.00
--- --- --- ---
3.766
2.30
280
563.30
3.88 is
1.44 is
2.42 is
---
0.00
0.00
--- --- --- ---
3.858
2.33
284
563.33
3.95 is
1.45 is
2.50 is
---
0.00
0.00
--- --- --- ---
3.950
2.36
288
563.36
4.04 is
1.45 is
2.59 is
---
0.00
0.00
--- --- --- ---
4.038
2.39
292
563.39
4.13 is
1.46 is
2.66 is
---
0.00
0.00
--- --- --- ---
4.123
2.43
296
563.43
4.27 is
1.46 is
2.74 is
---
0.00
0.05
--- --- --- ---
4.254
2.46
300
563.46
4.46 is
1.45 is
2.81 is
---
0.00
0.18
--- --- --- ---
4.447
2.49
304
563.49
4.67 is
1.43 is
2.89 is
---
0.00
0.35
--- --- --- ---
4.669
2.52
308
563.52
4.92 is
1.41 is
2.96 is
---
0.00
0.55
--- --- --- ---
4.920
2.55
312
563.55
5.19 is
1.38 is
3.02 is
---
0.00
0.79
--- --- --- ---
5.192
2.58
315
563.58
5.48 is
1.35 is
3.09 is
---
0.00
1.04
--- --- --- ---
5.482
2.61
318
563.61
5.79 is
1.31 is
3.16 is
---
0.00
1.32
--- --- --- ---
5.787
2.65
321
563.65
6.10 is
1.26 is
3.22 is
---
0.00
1.62
--- --- --- ---
6.103
2.68
324
563.68
6.43 is
1.20 is
3.29 is
---
0.00
1.95
--- --- --- ---
6.430
2.71
327
563.71
6.68 is
1.15 is
3.24 is
---
0.00
2.29
--- --- --- ---
6.682
2.74
331
563.74
6.90 is
1.12 is
3.13 is
---
0.00
2.65
--- --- --- ---
6.896
2.77
334
563.77
7.11 is
1.07 is
3.02 is
---
0.00
3.02
--- --- --- ---
7.112
2.80
337
563.80
7.33 is
1.03 is
2.89 is
---
0.00
3.41
--- --- --- ---
7.329
2.84
340
563.84
7.55 is
0.98 is
2.75 is
---
0.00
3.82
--- --- --- ---
7.546
2.87
341
563.87
7.76 is
0.92 is
2.59 is
---
0.00
4.24
--- --- --- ---
7.761
2.90
343
563.90
7.96 is
0.87 is
2.45 is
---
0.00
4.64 s
--- --- --- ---
7.958
2.93
344
563.93
8.11 is
0.83 is
2.34 is
---
0.00
4.94 s
--- --- --- ---
8.111
2.96
345
563.96
8.25 is
0.80 is
2.25 is
---
0.00
5.20 s
--- --- --- ---
8.248
2.99
347
563.99
8.37 is
0.77 is
2.16 is
---
0.00
5.44 s
--- --- --- ---
8.374
3.02
348
564.02
8.49 is
0.74 is
2.08 is
---
0.00
5.66 s
--- --- --- ---
8.492
3.06
349
564.06
8.60 is
0.72 is
2.01 is
---
0.00
5.87 s
--- --- --- ---
8.601
3.09
351
564.09
8.71 is
0.69 is
1.94 is
---
0.00
6.07 s
--- --- --- ---
8.707
3.12
352
564.12
8.81 is
0.67 is
1.88 is
---
0.00
6.25 s
--- --- --- ---
8.806
3.15
353
564.15
8.90 is
0.65 is
1.82 is
---
0.00
6.43 s
--- --- --- ---
8.902
...End
Hydrograph
Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Sunday, 10 / 6 / 2019
Hyd. No. 6
Outfall A
Hydrograph type
= Combine
Peak discharge
= 4.958 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 10,768 cuft
Inflow hyds.
= 4, 5
Contrib. drain. area
= 1.130 ac
Outfall A
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00JL 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 6 Hyd No. 4 Hyd No. 5
Hydrograph
Report
12
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Sunday, 10 / 6 / 2019
Hyd. No. 7
Outfall A - Site - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 0.524 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 1,056 cuft
Drainage area
= 0.220 ac
Curve number
= 82
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
Hyd No. 7
Outfall A - Site - Pre
Hyd. No. 7 -- 1 Year
6 8 10 12 14 16
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
18 20 22 24 26
Time (hrs)
Hydrograph
Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Sunday, 10 / 6 / 2019
Hyd. No. 8
Outfall A - Site - Post
Hydrograph type
= SCS Runoff
Peak discharge
= 0.600 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 1,214 cuft
Drainage area
= 0.220 ac
Curve number
= 85
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
"M
0.50
0.40
0.30
0.20
0.10
n nn
0 2 4
Hyd No. 8
6 8 10 12 14 16 18 20 22
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
24
Time (hrs)
14
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
11.84
Time
interval
(min)
2
Time to
Peak
(min)
716
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
------
Total
strge used
(cuft)
------
Hydrograph
Description
1
24,810
------
Outfall A - Overall - Pre
2
SCS Runoff
11.92
2
716
25,006
------
------
------
Outfall A - Overall - Post
3
SCS Runoff
4.169
2
716
8,535
------
------
------
Area to Outfall A Detention Pipe
4
SCS Runoff
7.752
2
716
16,657
------
------
------
Bypass to Outfall A
5
Reservoir
4.151
2
718
8,535
3
563.43
293
Detention System A
6
Combine
11.73
2
716
25,192
4,5
------
------
Outfall A
7
SCS Runoff
1.303
2
716
2,684
------
------
------
Outfall A - Site - Pre
8
SCS Runoff
1.394
2
716
2,912
------
------
------
Outfall A - Site - Post
Ivy - Outfall A Detention.gpw
Return Period: 10 Year
Sunday, 10 / 6 / 2019
Hydrograph Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Outfall A - Overall - Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.850 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.56 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
12.00
10.00
4.00
2.00
0.00 ' '
0.0 2.0
Hyd No. 1
Outfall A - Overall - Pre
Hyd. No. 1 -- 10 Year
4.0 6.0 8.0
Sunday, 10 / 6 / 2019
= 11.84 cfs
= 11.93 hrs
= 24,810 cuft
= 85.5
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
12.00
10.00
4.00
2.00
-T ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Outfall A - Overall - Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.850 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.56 in
Distribution
Storm duration
= 24 hrs
Shape factor
Outfall A - Overall - Post
Sunday, 10 / 6 / 2019
= 11.92 cfs
= 11.93 hrs
= 25,006 cuft
= 85.8
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 2 Time (hrs)
Hydrograph Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Area to Outfall A Detention Pipe
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.730 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.56 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 '
0.0 2.0
Hyd No. 3
Area to Outfall A Detention Pipe
Hyd. No. 3 -- 10 Year
4.0 6.0 8.0
Sunday, 10 / 6 / 2019
= 4.169 cfs
= 11.93 hrs
= 8,535 cuft
= 80.5
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
5.00
4.00
[ilff
2.00
1.00
---P- ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hydrograph Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 4
Bypass to Outfall A
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.130 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.56 in
Distribution
Storm duration
= 24 hrs
Shape factor
Bypass to Outfall A
Sunday, 10 / 6 / 2019
= 7.752 cfs
= 11.93 hrs
= 16,657 cuft
= 89.2
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)
Hydrograph Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
Detention System A
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 10 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyd. No.
= 3 - Area to Outfall A Detention Mipe Elevation
Reservoir name
= Detention Pipe - Outfall A Max. Storage
Storage Indication method used.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0.0 2.0
Hyd No. 5
Detention System A
Hyd. No. 5 -- 10 Year
Sunday, 10 / 6 / 2019
= 4.151 cfs
= 11.97 hrs
= 8,535 cuft
= 563.43 ft
= 293 cuft
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 3 Total storage used = 293 cuft
Q (cfs)
5.00
4.00
[ilff
2.00
1.00
— 0.00
22.0
Time (hrs)
Hydrograph
Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Sunday, 10 / 6 / 2019
Hyd. No. 6
Outfall A
Hydrograph type
= Combine
Peak discharge
= 11.73 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 25,192 cuft
Inflow hyds.
= 4, 5
Contrib. drain. area
= 1.130 ac
Outfall A
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 6 Hyd No. 4 Hyd No. 5
Hydrograph Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 7
Outfall A - Site - Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.220 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.56 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
Outfall A - Site - Pre
Hyd. No. 7 -- 10 Year
Sunday, 10 / 6 / 2019
= 1.303 cfs
= 11.93 hrs
= 2,684 cuft
= 82
= 0 ft
= 5.00 min
= Type II
= 484
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 7
Q (cfs)
2.00
1.00
---4 0.00
22.0
Time (hrs)
Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 8
Outfall A - Site - Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.220 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.56 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
Outfall A - Site - Post
Hyd. No. 8 -- 10 Year
Sunday, 10 / 6 / 2019
= 1.394 cfs
= 11.93 hrs
= 2,912 cuft
= 85
= 0 ft
= 5.00 min
= Type II
= 484
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 8
Q (cfs)
2.00
1.00
---1 0.00
22.0
Time (hrs)
23
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
21.30
Time
interval
(min)
2
Time to
Peak
(min)
716
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
------
Total
strge used
(cuft)
------
Hydrograph
Description
1
46,333
------
Outfall A - Overall - Pre
2
SCS Runoff
21.36
2
716
46,565
------
------
------
Outfall A - Overall - Post
3
SCS Runoff
7.917
2
716
16,754
------
------
------
Area to Outfall A Detention Pipe
4
SCS Runoff
13.46
2
716
30,043
------
------
------
Bypass to Outfall A
5
Reservoir
7.881
2
716
16,753
3
563.94
342
Detention System A
6
Combine
21.34
2
716
46,796
4,5
------
------
Outfall A
7
SCS Runoff
2.433
2
716
5,188
------
------
------
Outfall A - Site - Pre
8
SCS Runoff
2.519
2
716
5,464
------
------
------
Outfall A - Site - Post
Ivy - Outfall A Detention.gpw
Return Period: 100 Year
Sunday, 10 / 6 / 2019
24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019
Hyd. No. 1
Outfall A - Overall - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 21.30 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 46,333 cuft
Drainage area
= 1.850 ac
Curve number
= 85.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 9.12 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Outfall A - Overall - Pre
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 1 Time (hrs)
25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019
Hyd. No. 2
Outfall A - Overall - Post
Hydrograph type
= SCS Runoff
Peak discharge
= 21.36 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 46,565 cuft
Drainage area
= 1.850 ac
Curve number
= 85.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 9.12 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Outfall A - Overall - Post
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)
Hydrograph Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Area to Outfall A Detention Pipe
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.730 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 9.12 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
8.00
. ld
4.00
2.00
rm
0.0 2.0
Hyd No. 3
Area to Outfall A Detention Pipe
Hyd. No. 3 -- 100 Year
Sunday, 10 / 6 / 2019
= 7.917 cfs
= 11.93 hrs
= 16,754 cuft
= 80.5
= 0 ft
= 5.00 min
= Type II
= 484
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
8.00
4.00
2.00
20.0
Time (hrs)
27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019
Hyd. No. 4
Bypass to Outfall A
Hydrograph type
= SCS Runoff
Peak discharge
= 13.46 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 30,043 cuft
Drainage area
= 1.130 ac
Curve number
= 89.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 9.12 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Bypass to Outfall A
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
Detention System A
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 100 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyd. No.
= 3 - Area to Outfall A Detention Mipe Elevation
Reservoir name
= Detention Pipe - Outfall A Max. Storage
Storage Indication method used.
Q (cfs)
8.00
. 10
4.00
2.00
Detention System A
Hyd. No. 5 -- 100 Year
Sunday, 10 / 6 / 2019
= 7.881 cfs
= 11.93 hrs
= 16,753 cuft
= 563.94 ft
= 342 cuft
0.00 1 1 1 i 1 1 1 1 - 1
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Hyd No. 5 Hyd No. 3 Total storage used = 342 cuft
Q (cfs)
8.00
4.00
2.00
0.00
20.0
Time (hrs)
Hydrograph
Report
29
Hydraflow Hydrographs Extension for Autodesk® Civil 3D8 2019 by Autodesk, Inc. v2020
Sunday, 10 / 6 / 2019
Hyd. No. 6
Outfall A
Hydrograph type
= Combine
Peak discharge
= 21.34 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 46,796 cuft
Inflow hyds.
= 4, 5
Contrib. drain. area
= 1.130 ac
Outfall A
Q (Cfs) Hyd. No. 6 -- 100 Year Q (Cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
— Hyd No. 6 — Hyd No. 4 Hyd No. 5
Hydrograph Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 7
Outfall A - Site - Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.220 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 9.12 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
am
nowlift
Outfall A - Site - Pre
Hyd. No. 7 -- 100 Year
Sunday, 10 / 6 / 2019
= 2.433 cfs
= 11.93 hrs
= 5,188 cuft
= 82
= 0 ft
= 5.00 min
= Type II
= 484
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Hyd No. 7
Q (cfs)
3.00
2.00
1.00
-11 0.00
20.0
Time (hrs)
Hydrograph Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 8
Outfall A - Site - Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.220 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 9.12 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
am
nowlift
Outfall A - Site - Post
Hyd. No. 8 -- 100 Year
Sunday, 10 / 6 / 2019
= 2.519 cfs
= 11.93 hrs
= 5,464 cuft
= 85
= 0 ft
= 5.00 min
= Type II
= 484
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Hyd No. 8
Q (cfs)
3.00
2.00
1.00
-" 0.00
20.0
Time (hrs)
Hydraflow Rainfall Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
53.3336
12.2000
0.8734
--------
2
61.5475
12.3000
0.8630
--------
3
0.0000
0.0000
0.0000
--------
5
0.0000
0.0000
0.0000
--------
10
64.8558
12.0000
0.7912
--------
25
60.8573
11.1000
0.7422
--------
50
0.0000
0.0000
0.0000
--------
100
51.8259
9.3000
0.6585
--------
File name: 1-95 and Route 10.IDF
Intensity = B / (Tc + D)^E
Sunday, 10 / 6 / 2019
Return
Period
(Yrs)
Intensity Values (in/hr)
5 min 10 15 20 25 30 35 40 45 50 55 60
1
4.45
3.56
2.98
2.57
2.27
2.03
1.84
1.69
1.56
1.45
1.35
1.27
2
5.26
4.22
3.55
3.07
2.71
2.43
2.21
2.02
1.87
1.74
1.63
1.53
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
6.89
5.62
4.78
4.18
3.73
3.37
3.08
2.85
2.65
2.48
2.33
2.20
25
7.74
6.33
5.41
4.75
4.25
3.86
3.54
3.28
3.06
2.88
2.71
2.57
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
8.99
7.38
6.34
5.61
5.05
4.62
4.27
3.98
3.73
3.52
3.34
3.18
Tc = time in minutes. Values may exceed 60.
Precip. file name: K:\RIC CIV\113038 - Albemarle Cty On-Call\20 Iv Rd\En ineerin \Com utations\H draulics\Iv c
Storm
Distribution
Rainfall Precipitation Table (in)
1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour
3.04
3.68
0.00
0.00
5.56
6.83
7.92
9.12
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Hydraflow Table of Contents
Ivy Detention Pipes-Rational.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 11 / 30 / 2018
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
2 - Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, Rational, Area to Outfall B Detention......................................................... 4
Hydrograph No. 2, Reservoir, Detention Pipe B....................................................................... 5
Pond Report - Outfall B Detention Pipe............................................................................... 6
10 -Year
SummaryReport......................................................................................................................... 8
HydrographReports................................................................................................................... 9
Hydrograph No. 1, Rational, Area to Outfall B Detention......................................................... 9
Hydrograph No. 2, Reservoir, Detention Pipe B..................................................................... 10
100 - Year
SummaryReport....................................................................................................................... 11
HydrographReports................................................................................................................. 12
Hydrograph No. 1, Rational, Area to Outfall B Detention....................................................... 12
Hydrograph No. 2, Reservoir, Detention Pipe B..................................................................... 13
OFReport.................................................................................................................. 14
Watershed Model Schematic HydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Legend
Hvd. Origin Description
1 Rational Area to Outfall B Detention
2 Reservoir Detention Pipe B
Project: Ivy Detention Pipes-Rational.gpw
Friday, 11 / 30 / 2018
Hydrograph Return Period Re,cd4 ew Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
2
Rational
Reservoir
------
1
-------
-------
9.937
6.045
-------
-------
-------
-------
12.79
7.265
-------
-------
-------
-------
16.81
12.01
Area to Outfall B Detention
Detention Pipe B
Proj. file: Ivy Detention Pipes-Rational.gpw
Friday, 11 / 30 / 2018
Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
9.937
1
5
2,981
------
------
------
Area to Outfall B Detention
2
Reservoir
6.045
1
7
2,737
1
546.99
1,192
Detention Pipe B
Ivy Detention Pipes-Rational.gpw
Return Period: 2 Year
Friday, 11 / 30 / 2018
4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 11 / 30 / 2018
Hyd. No. 1
Area to Outfall B Detention
Hydrograph type
= Rational
Peak discharge
= 9.937 cfs
Storm frequency
= 2 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 2,981 cuft
Drainage area
= 2.558 ac
Runoff coeff.
= 0.75
Intensity
= 5.180 in/hr
Tc by User
= 5.00 min
OF Curve
= Ivy.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
10.00
. 11
4.00
2.00
Area to Outfall B Detention
Hyd. No. 1 -- 2 Year
Q (cfs)
10.00
. 11
4.00
2.00
0.00 It ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 1 Time (min)
Hydrograph Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Detention Pipe B
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 2 yrs Time to peak
Time interval
= 1 min Hyd. volume
Inflow hyd. No.
= 1 - Area to Outfall B Detention Max. Elevation
Reservoir name
= Outfall B Detention Pipe Max. Storage
Storage Indication method used.
Q (cfs)
10.00
. 11
4.00
2.00
0.00 W '
0 1 2
Hyd No. 2
3 4 5
Hyd No. 1
Detention Pipe B
Hyd. No. 2 -- 2 Year
Friday, 11 / 30 / 2018
= 6.045 cfs
= 7 min
= 2,737 cuft
= 546.99 ft
= 1,192 cuft
Q (cfs)
10.00
. 11
4.00
2.00
0.00
7 8 9 10 11 12 13 14
Time (min)
I_I_I_I_I_I_I Total storage used = 1,192 cuft
Pond Report
a
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 11 / 30 / 2018
Pond No. 2 - Outfall B Detention Pipe
Pond Data
UG Chambers -Invert elev. = 544.70 ft, Rise x Span = 4.00 x 4.00 ft, Barrel Len = 191.30 ft, No. Barrels = 1, Slope = 0.31 %, Headers = No
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (cuft) Total storage (cuft)
0.00
544.70
n/a
0
0
0.46
545.16
n/a
48
48
0.92
545.62
n/a
196
244
1.38
546.08
n/a
284
528
1.84
546.54
n/a
327
856
2.30
547.00
n/a
347
1,202
2.76
547.46
n/a
347
1,550
3.22
547.92
n/a
327
1,877
3.67
548.37
n/a
284
2,161
4.13
548.83
n/a
196
2,357
4.59
549.29
n/a
48
2,404
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
15.00
Inactive
Inactive
Span (in)
= 24.00
15.00
0.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 544.60
544.60
0.00
0.00
Length (ft)
= 24.00
0.00
0.00
0.00
Slope (%)
= 1.27
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 20.00
6.17
Inactive
Inactive
Crest El. (ft)
= 549.29
547.60
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
Rect
---
---
Multi-Stage
= Yes
Yes
No
No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 545.62
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation CIv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
544.70
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.05
5
544.75
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.09
10
544.79
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.14
14
544.84
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.18
19
544.88
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.23
24
544.93
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.28
29
544.98
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.32
33
545.02
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.37
38
545.07
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.41
43
545.11
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.46
48
545.16
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.51
67
545.21
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.55
87
545.25
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.60
107
545.30
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.64
126
545.34
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.69
146
545.39
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.73
165
545.44
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.78
185
545.48
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.83
205
545.53
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.87
224
545.57
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.92
244
545.62
0.00
0.00 ---
--- 0.00
0.00 --- ---
0.96
272
545.66
0.95 is
0.94 is ---
--- 0.00
0.00 --- ---
1.01
301
545.71
1.38 is
1.38 is ---
--- 0.00
0.00 --- ---
1.06
329
545.76
1.74 is
1.74 is ---
--- 0.00
0.00 --- ---
1.10
358
545.80
2.06 is
2.05 is ---
--- 0.00
0.00 --- ---
1.15
386
545.85
2.35 is
2.32 is ---
--- 0.00
0.00 --- ---
1.19
414
545.89
2.55 is
2.55 is ---
--- 0.00
0.00 --- ---
1.24
443
545.94
2.77 is
2.77 is ---
--- 0.00
0.00 --- ---
1.29
471
545.99
2.98 is
2.98 is ---
--- 0.00
0.00 --- ---
1.33
500
546.03
3.18 is
3.18 is ---
--- 0.00
0.00 --- ---
1.38
528
546.08
3.40 is
3.35 is ---
--- 0.00
0.00 --- ---
1.42
561
546.12
3.53 is
3.53 is ---
--- 0.00
0.00 --- ---
--- 0.000
--- 0.000
--- 0.000
--- 0.000
0.000
0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.941
--- --- 1.381
--- --- 1.739
--- --- 2.053
--- --- 2.321
--- --- 2.552
--- --- 2.773
--- --- 2.980
--- --- 3.178
--- --- 3.350
--- --- 3.530
Continues on next page...
7
Outfall B Detention Pipe
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.47
594
546.17
3.71 is
3.70 is
--- ---
0.00
0.00
--- --- --- ---
3.704
1.52
626
546.22
3.89 is
3.87 is
--- ---
0.00
0.00
--- --- --- ---
3.867
1.56
659
546.26
4.02 is
4.02 is
--- ---
0.00
0.00
--- --- --- ---
4.019
1.61
692
546.31
4.18 is
4.18 is
--- ---
0.00
0.00
--- --- --- ---
4.178
1.65
725
546.35
4.36 is
4.32 is
--- ---
0.00
0.00
--- --- --- ---
4.324
1.70
757
546.40
4.47 is
4.47 is
--- ---
0.00
0.00
--- --- --- ---
4.466
1.75
790
546.45
4.61 is
4.61 is
--- ---
0.00
0.00
--- --- --- ---
4.614
1.79
823
546.49
4.74 is
4.74 is
--- ---
0.00
0.00
--- --- --- ---
4.740
1.84
856
546.54
4.88 is
4.88 is
--- ---
0.00
0.00
--- --- --- ---
4.881
1.88
890
546.58
5.04 is
5.01 is
--- ---
0.00
0.00
--- --- --- ---
5.011
1.93
925
546.63
5.14 is
5.14 is
--- ---
0.00
0.00
--- --- --- ---
5.138
1.98
960
546.68
5.27 is
5.27 is
--- ---
0.00
0.00
--- --- --- ---
5.271
2.02
994
546.72
5.38 is
5.38 is
--- ---
0.00
0.00
--- --- --- ---
5.384
2.07
1,029
546.77
5.51 is
5.51 is
--- ---
0.00
0.00
--- --- --- ---
5.513
2.11
1,064
546.81
5.62 is
5.62 is
--- ---
0.00
0.00
--- --- --- ---
5.622
2.16
1,098
546.86
5.75 is
5.75 is
--- ---
0.00
0.00
--- --- --- ---
5.748
2.20
1,133
546.90
5.85 is
5.85 is
--- ---
0.00
0.00
--- --- --- ---
5.853
2.25
1,168
546.95
5.97 is
5.97 is
--- ---
0.00
0.00
--- --- --- ---
5.975
2.30
1,202
547.00
6.15 is
6.08 is
--- ---
0.00
0.00
--- --- --- ---
6.076
2.34
1,237
547.04
6.19 is
6.19 is
--- ---
0.00
0.00
--- --- --- ---
6.194
2.39
1,272
547.09
6.37 is
6.29 is
--- ---
0.00
0.00
--- --- --- ---
6.294
2.43
1,307
547.13
6.41 is
6.41 is
--- ---
0.00
0.00
--- --- --- ---
6.409
2.48
1,341
547.18
6.58 is
6.50 is
--- ---
0.00
0.00
--- --- --- ---
6.505
2.53
1,376
547.23
6.62 is
6.62 is
--- ---
0.00
0.00
--- --- --- ---
6.617
2.57
1,411
547.27
6.71 is
6.71 is
--- ---
0.00
0.00
--- --- --- ---
6.711
2.62
1,446
547.32
6.82 is
6.82 is
--- ---
0.00
0.00
--- --- --- ---
6.821
2.66
1,480
547.36
6.91 is
6.91 is
--- ---
0.00
0.00
--- --- --- ---
6.913
2.71
1,515
547.41
7.02 is
7.02 is
--- ---
0.00
0.00
--- --- --- ---
7.020
2.76
1,550
547.46
7.11 is
7.11 is
--- ---
0.00
0.00
--- --- --- ---
7.109
2.80
1,583
547.50
7.22 is
7.21 is
--- ---
0.00
0.00
--- --- --- ---
7.212
2.85
1,615
547.55
7.30 is
7.30 is
--- ---
0.00
0.00
--- --- --- ---
7.301
2.89
1,648
547.59
7.43 is
7.40 is
--- ---
0.00
0.00
--- --- --- ---
7.398
2.94
1,681
547.64
7.64 is
7.47 is
--- ---
0.00
0.16
--- --- --- ---
7.635
2.99
1,714
547.69
8.04 is
7.51 is
--- ---
0.00
0.51
--- --- --- ---
8.029
3.03
1,746
547.73
8.52 is
7.54 is
--- ---
0.00
0.98
--- --- --- ---
8.518
3.08
1,779
547.78
9.01 oc
7.48 is
--- ---
0.00
1.54
--- --- --- ---
9.015
3.12
1,812
547.82
9.52 oc
7.35 is
--- ---
0.00
2.17
--- --- --- ---
9.516
3.17
1,844
547.87
10.05 oc
7.16 is
--- ---
0.00
2.87
--- --- --- ---
10.04
3.22
1,877
547.92
10.41 oc
6.77 is
--- ---
0.00
3.64
--- --- --- ---
10.41
3.26
1,906
547.96
11.22 oc
6.76 is
--- ---
0.00
4.46
--- --- --- ---
11.22
3.31
1,934
548.01
12.07 oc
6.74 is
--- ---
0.00
5.34
--- --- --- ---
12.07
3.35
1,962
548.05
12.96 oc
6.69 is
--- ---
0.00
6.27
--- --- --- ---
12.96
3.40
1,991
548.10
13.87 oc
6.63 is
--- ---
0.00
7.24
--- --- --- ---
13.87
3.44
2,019
548.15
14.82 oc
6.55 is
--- ---
0.00
8.27
--- --- --- ---
14.82
3.49
2,047
548.19
15.78 oc
6.45 is
--- ---
0.00
9.33
--- --- --- ---
15.78
3.54
2,076
548.24
16.77 oc
6.33 is
--- ---
0.00
10.44
--- --- --- ---
16.77
3.58
2,104
548.28
17.78 oc
6.18 is
--- ---
0.00
11.59
--- --- --- ---
17.78
3.63
2,132
548.33
18.80 oc
6.01 is
--- ---
0.00
12.78
--- --- --- ---
18.80
3.67
2,161
548.37
19.82 oc
5.82 is
--- ---
0.00
14.00
--- --- --- ---
19.82
3.72
2,180
548.42
20.86 oc
5.59 is
--- ---
0.00
15.27
--- --- --- ---
20.86
3.77
2,200
548.47
21.67 is
5.26 is
--- ---
0.00
16.41 s
--- --- --- ---
21.67
3.81
2,220
548.51
22.27 is
5.03 is
--- ---
0.00
17.24 s
--- --- --- ---
22.27
3.86
2,239
548.56
22.79 is
4.83 is
--- ---
0.00
17.96 s
--- --- --- ---
22.79
3.90
2,259
548.60
23.27 is
4.64 is
--- ---
0.00
18.62 s
--- --- --- ---
23.26
3.95
2,278
548.65
23.70 is
4.48 is
--- ---
0.00
19.22 s
--- --- --- ---
23.70
4.00
2,298
548.70
24.11 is
4.32 is
--- ---
0.00
19.79 s
--- --- --- ---
24.11
4.04
2,318
548.74
24.49 is
4.18 is
--- ---
0.00
20.31 s
--- --- --- ---
24.49
4.09
2,337
548.79
24.85 is
4.04 is
--- ---
0.00
20.81 s
--- --- --- ---
24.85
4.13
2,357
548.83
25.19 is
3.92 is
--- ---
0.00
21.28 s
--- --- --- ---
25.19
4.18
2,362
548.88
25.52 is
3.79 is
--- ---
0.00
21.73 s
--- --- --- ---
25.52
4.23
2,366
548.93
25.83 is
3.68 is
--- ---
0.00
22.15 s
--- --- --- ---
25.83
4.27
2,371
548.97
26.13 is
3.57 is
--- ---
0.00
22.56 s
--- --- --- ---
26.13
4.32
2,376
549.02
26.42 is
3.47 is
--- ---
0.00
22.95 s
--- --- --- ---
26.42
4.36
2,381
549.06
26.70 is
3.38 is
--- ---
0.00
23.32 s
--- --- --- ---
26.70
4.41
2,385
549.11
26.97 is
3.28 is
--- ---
0.00
23.69 s
--- --- --- ---
26.97
4.46
2,390
549.16
27.23 is
3.20 is
--- ---
0.00
24.04 s
--- --- --- ---
27.23
4.50
2,395
549.20
27.49 is
3.12 is
--- ---
0.00
24.37 s
--- --- --- ---
27.49
4.55
2,400
549.25
27.74 is
3.04 is
--- ---
0.00
24.70 s
--- --- --- ---
27.73
4.59
2,404
549.29
27.98 is
2.96 is
--- ---
0.01
25.00 s
--- --- --- ---
27.98
... End
Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
12.79
1
5
3,836
------
------
------
Area to Outfall B Detention
2
Reservoir
7.265
1
7
3,592
1
547.55
1,602
Detention Pipe B
Ivy Detention Pipes-Rational.gpw
Return Period: 10 Year
Friday, 11 / 30 / 2018
9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 11 / 30 / 2018
Hyd. No. 1
Area to Outfall B Detention
Hydrograph type
= Rational
Peak discharge
= 12.79 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 3,836 cuft
Drainage area
= 2.558 ac
Runoff coeff.
= 0.75
Intensity
= 6.666 in/hr
Tc by User
= 5.00 min
OF Curve
= Ivy.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0 1 2
Hyd No. 1
Area to Outfall B Detention
Hyd. No. 1 -- 10 Year
Q (cfs)
14.00
12.00
J/
10.00
8.00
0 OF
6.00
4.00
2.00
0.00
3 4 5 6 7 8 9 10
Time (min)
Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Detention Pipe B
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 10 yrs Time to peak
Time interval
= 1 min Hyd. volume
Inflow hyd. No.
= 1 - Area to Outfall B Detention Max. Elevation
Reservoir name
= Outfall B Detention Pipe Max. Storage
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
• 11
4.00
2.00
Detention Pipe B
Hyd. No. 2 -- 10 Year
Friday, 11 / 30 / 2018
= 7.265 cfs
= 7 min
= 3,592 cuft
= 547.55 ft
= 1,602 cuft
Q (cfs)
14.00
12.00
10.00
lllll. 11
4.00
2.00
0.00 W V I I I I I I I I r I I I I 1.j 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Time (min)
Hyd No. 2 Hyd No. 1 I_I_I_I_I_I_1 Total storage used = 1,602 cuft
11
Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
16.81
1
5
5,043
------
------
------
Area to Outfall B Detention
2
Reservoir
12.01
1
6
4,799
1
548.07
1,932
Detention Pipe B
Ivy Detention Pipes-Rational.gpw
Return Period: 100 Year
Friday, 11 / 30 / 2018
12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 11 / 30 / 2018
Hyd. No. 1
Area to Outfall B Detention
Hydrograph type
= Rational
Peak discharge
= 16.81 cfs
Storm frequency
= 100 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 5,043 cuft
Drainage area
= 2.558 ac
Runoff coeff.
= 0.75
Intensity
= 8.762 in/hr
Tc by User
= 5.00 min
OF Curve
= Ivy.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
18.00
15.00
12.00
•M
am
3.00
Area to Outfall B Detention
Hyd. No. 1 -- 100 Year
Q (cfs)
18.00
15.00
12.00
M
3.00
0.00 It ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 1 Time (min)
13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 11 / 30 / 2018
Hyd. No. 2
Detention Pipe B
Hydrograph type
= Reservoir
Peak discharge
= 12.01 cfs
Storm frequency
= 100 yrs
Time to peak
= 6 min
Time interval
= 1 min
Hyd. volume
= 4,799 cuft
Inflow hyd. No.
= 1 - Area to Outfall B Detention Max. Elevation
= 548.07 ft
Reservoir name
= Outfall B Detention Pipe
Max. Storage
= 1,932 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
•m
.M
3.00
0.00 W "
0 2
Hyd No. 2
Detention Pipe B
Hyd. No. 2 -- 100 Year
4 6
Hyd No. 1
8 10 12 14
I_I_I_I_I_I_I Total storage used = 1,932 cuft
Q (cfs)
18.00
15.00
12.00
m
3.00
0.00
16
Time (min)
Hydraflow Rainfall Report
14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Precip. file
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
0.0000
0.0000
0.0000
--------
2
49.0200
10.5000
0.8200
--------
3
0.0000
0.0000
0.0000
--------
5
0.0000
0.0000
0.0000
--------
10
46.9500
9.5000
0.7300
--------
25
0.0000
0.0000
0.0000
--------
50
0.0000
0.0000
0.0000
--------
100
31.0900
5.0000
0.5500
--------
File name: Ivy.IDF
Intensity = B / (Tc + D)^E
Friday, 11 / 30 / 2018
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.18
4.12
3.44
2.97
2.63
2.36
2.14
1.97
1.82
1.70
1.59
1.50
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
6.67
5.37
4.55
3.97
3.54
3.21
2.94
2.72
2.54
2.38
2.24
2.12
25
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
8.76
7.01
5.98
5.29
4.79
4.40
4.09
3.83
3.62
3.43
3.27
3.13
Tc = time in minutes. Values may exceed 60.
name: K:\Kiu UV\ i -i
Storm
susu - AIDemane ury un-uau\zu_ivyKa\tngineering\uompuiauons\h arauncsuv . c
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.04
3.68
0.00
0.00
5.56
6.83
7.92
9.12
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
APPENDIX F
Kimley>) Horn
Storm Drain Design Calculations
VDOT LD-229
Project: Ivy Road Sidewalk Improvements
Project #: 0250-002-R98
Date: 10/4/2019
Locality: Albemarle
10 -year storm
Manning n = 0.013
FROM
POINT
TO POINT
DRAINAGE
AREA
RUNOFF
COEFFICIENT
CA
INLET TIME
RAINFALL
RUNOFF
INVERT ELEVATIONS
LENGTH
SLOPE
SIZE
PIPE
CAPACITY
Q / Qf
VELOCITY
FLOW TIME
REMARKS
inlet
accum
upper end
lower end
incr accum
acres
C
min
in/hr
cfs
ft
ft
ft
%
in
cfs
%
fps
min
3-1
3-2
0.33
0.75
0.244
0.244
5.00
6.67
1.64
561.15
561.00
50
0.003
36
36.53
4%
0.23
0.16
5.00
3-2
3-8
0.40
0.75
0.302
0.545
5.00
5.67
3.12
561.00
559.80
52
0.023
15
9.80
32%
2.54
0.11
8.60
3-3
3-8
1.13
0.85
0.959
0.959
5.00
6.67
6.44
560.00
559.80
8
0.026
15
10.42
62%
5.25
0.02
5.00
3-8
#433 (OUT)
(N/A)
(N/A)
0.000
1.504
0.00
1 5.59
8.48
559.42
559.00
95
1 0.004
10
1 1.45
585%
1 15.55
0.10
8.94
SURCHARGED
Kimley)))Horn
Hydraulic Grade Line Calculations
VDOT LD-347
Project: Ivy Road Sidewalk Improvements
Project M 0250-002-R98
Date: 10/4/2019
Locality: Albemarle
10 -year storm
Angle 0 15 20 25 30 40 50 60 70 80 90
K 0 0.19 0.25 0.30 0.35 0.43 0.50 0.56 0.61 0.66 0.70
INLET
0.8D+
INV
(OUT)
ACTUAL
OUTLET
WSE
DESIGN
OUTLET
WSE
Do
Q.
L.
Sfo
Hf
JUNCTION LOSS
FINAL H
INLET
WSE
F/L
ELEV
V.
(8)
Ho
(9)
Q;
(10)
V;
(11)
q;V;
(12)
z
V.
Zg
H;
Angle
Ho
Ht
Surface
Runoff
Factor?
1.3 Ht
IS-17
0.5 Ht
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
3-8
559.67
557.49
557.49
10
8.48
95
0.1498
14.30
15.55
0.94
6.44
5.25
33.81
0.43
0.15
80
0.28
1.37
NO
1.37
NO
1.37
15.67
564.65
3-3
560.80
573.16
573.16
15
6.44
8
0.0099
0.08
5.25
0.11
0.00
0.00
0.00
0.00
0.00
0
0.00
0.11
YES
0.14
NO
0.14
0.22
563.90
3-2
560.80
573.16
573.16
15
3.12
52
0.0023
0.12
2.54
0.03
1.64
0.23
0.38
0.00
0.00
15
0.00
0.03
YES
0.03
NO
0.03
0.15
566.63
3-1
563.40
573.31
573.31
36
1.64
50
0.0000
0.00
0.23
0.00
0.00
0.00
0.00
0.00
0.00
0
0.00
0.00
YES
0.00
NO
0.00
0.00
568.17
S
li—HGLC Pufatl— Prop—d-10yr-OVkallA
Label
Do.—R, Opntluit
_
[ontluXrelow
ILfzl
wnstrcomty
°ntl lft/zll
COMuitsVNodry
xeae lRl
Hyeraull<
Gratle Yne
IOutl
FnerBy
Gratle Yne
loud lRl
Contraction
loss Coef-
Tf1CM
IMsxrol
Cn lautlan
Mrac-
IMsxrol lftl
Rend Loss
[ontrolliry
pipelMfixrol
ntl Loss
Pipe Anpk
IAAsxT01
leeereesl
Bentl Loss
COMult Flow
(M6HT0)
IN:I
Loss
PO V-R,
IIMTHroI
INzI
Bentl lass
Pipe Vel.-,
Heatl
IMsxrol lftl
Rena bss
I:oe1R<ient
IMsxrol
BeM loss
IMTHMIIk)
xpanzion Lo
EGontrolliness
PIpe WASxroI
F PippsFl Wzz
IMsxrol lLRl
xpenzion Los
EPIpe Veloutya
IMsxrollfVsl
°" `O5
EPIpe VelocXysF
Heatl j.HT0 1
Ikl
apanslon 1p
EoeHi<ientss
IMsxrol
Fryanslon lass
IMsxrollkl
n-°'
sx Flpwpo
siemr,<anv
IMsxr01
xon-PipN
Flow
4rre<tron
F,a«
IMsxrol
AA6HT0
6M1api�w
Memoa
�`re"1O"
fanarior
sl SH O
IMsxrol
unadlurtea
Heatlloss
IMSHTO)IRI
Atllusted
Heatlloss
IMsxrol lftl
Hytlraull<
Gratle Hne
Ilnl lfll
—de
Line llnl
Iftl
opn
383-3
810:2
6.0
6.06
00
0.606r
009
6.'1
6.o6
0.o
O.o6
0.06
}3
to 3A
6.44
3.26
0.4
364.40
364.83
0.26
0.11
TRUE
1.3
None
0.11
014
1--
664.8J
0.o
11o6
1.0
003
00
LO
003
006
003
003
}3
3-1 to}2
1.64
0.23
0
%4.80
%4.81
0.26
0
0
0
0
TRUE
1.3
None
664.80
669.81
Kimley>>Morn
Storm Drain Design Calculations
VDOT LD-229
Outfall B - Upstream of Detention -
Proposed
Project: Ivy Road Sidewalk Improvements
Project #: 0250-002-R98
Date: 8/22/2017
Locality: Albemarle
10 -year storm
Manning n = 0.013
FROM
POINT
TO POINT
DRAINAGE
AREA
RUNOFF
COEFFICIENT
CA
INLETTIME
RAINFALL
RUNOFF
INVERT ELEVATIONS
LENGTH
SLOPE
SIZE
PIPE
CAPACITY
Q/Q
VELOCITY
FLOWTIME
REMARKS
inlet
accum
upper end
lower end
incr accum
acres
C
min
in/hr
cfs
ft
ft
ft
%
in
cfs
%
fps
min
3-10
4-1
0.31
0.75
0.230
0.230
5.00
6.67
1.55
564.70
558.80
172
0.034
15
11.96
13%
6.72
0.43
5.00
4-1
4-2
0.88
0.80
0.702
1.475
5.00
6.53
9.70
554.90
550.00
174
0.028
18
17.63
55%
10.21
0.28
5.43
4-5
4-6
0.31
0.70
0.218
0.218
5.00
6.67
1.46
559.00
558.50
17
0.029
15
11.08
13%
6.26
0.05
5.00
4-6
4-1
0.43
0.75
0.326
0.543
5.00
6.65
3.64
558.40
558.00
13
0.031
15
11.33
32%
8.22
0.03
5.05
Kimley)))Horn
Hydraulic Grade Line Calculations
VDOT LD-347 Outfall B - Upstream of Detention -
Project: Ivy Road Sidewalk Improvements
Project M 0250-002-R98
Date: 8/22/2017
Locality: Albemarle
10 -year storm
INLET
O.SD+
INV
(OUT)
ACTUAL
OUTLET
WSE
DESIGN
OUTLET
WSE
Do
Qo
Lo
Sfo
Hf
JUNCTION LOSS
FINAL H
INLET
WSE
F/L
ELEV
Vo
(8)
Ho
(9)
Q;
(10)
V;
(11)
Q;V;
(12)
z
V,.
Zg
H;
Angle
Ho
H,
Surface
Runoff
Factor?
1.3 H,
IS -I?
0.5 H,
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
4-1
551.20
551.20
551.20
18
9.70
174
0.0085
1.48
10.21
0.40
3.64
8.22
29.92
1.05
0.37
90
0.73
1.51
YES
1.96
YES
0.98
2.46
553.66
562.32
3-10
559.80
553.66
559.80
15
1.55
172
0.0006
0.10
6.72
0.18
0.00
0.00
0.00
0.00
0.00
0
0.00
0.18
YES
0.23
YES
0.11
0.21
560.01
568.14
4-6
559.00
553.66
559.00
15
3.64
13
0.0032
0.04
8.22
0.26
1.46
6.26
9.14
0.61
0.21
50
0.30
0.78
YES
1.01
YES
0.51
0.55
559.55
561.50
4-5
559.50
559.55
559.55
15
1.46
17
0.0005
0.01
6.26
0.15
0.00
0.00
0.00
0.00
0.00
0
0.00
0.15
YES
0.20
YES
0.10
0.11
559.66
563.20
Outfall B - Upstream of Detention -
Proposed
StormCAD HGL Computations - Proposed - 10yr - Upstream of Detention Pipe B
Label
Downstream Conduit
Downstream
Conduit Flow
(cfs)
Downstream
Conduit
Velocity (ft/s)
Downstream
Conduit
Velocity Head
(ft)
Hydraulic
Grade Line
(Out)
Energy
Grade Line
(Out) (ft)
Contraction
Loss
Coefficient
(AASHTO)
Contraction
Loss
(AASHTO)
(ft)
Bend Loss
Controlling Pipe
(AASHTO)
Bend Loss
Pipe Angle
(AASHTO)
(degrees)
Bend Loss
Conduit
Flow
(AASHTO)
(cfs)
Bend Loss
Pipe
Velocity
(AASHTO)
NO
Bend Loss
Pipe
Velocity
Head
(AASHTO)
(ft)
Bend Loss
Coefficient
(AASHTO)
Bend Loss
(AASHTO)
(ft)
Expansion Loss
Controlling Pipe
(AASHTO)
Expansion
Loss Pipe
Flow
(AASHTO)
(cfs)
Expansion
Loss Pipe
Velocity
(AASHTO)
(f O
Expansion
Loss Pipe
Velocity
Head
(AASHTO)
(ft)
Expansion
Loss
Coefficient
(AASHTO)
Expansion
Loss
(AASHTO)
(ft)
Is Non -Piped
Flow
Significant?
(AASHTO)
Non -Piped
Flow
Correction
Factor
(AASHTO)
AASHTO
Shaping
Method
Correction
factor for
shaping
(AASHTO)
Unadjusted
Headloss
(AASHTO)
(ft)
Adjusted
Headloss
(AASHTO)
(ft)
Hydraulic
Grade
Line (In)
(ft)
Energy
Grade
Line (In)
(ft)
3-10
3-10to4-1
1.55
3.44
0.2
565.1928101
565.38
0.25
0.05
0
0
0
0
0
0
0
0
0
0
0
TRUE
1.3
Full
0.5
0.05
0.03
565.22
565.41
4-1
4-1 to 4-2
9.7
6.39
0.6
556.102417
556.74
0.25
0.16
4-6 to 4-1
92.57
3.64
2.97
0.14
0.71
0.1
4-6 to 4-1
3.64
2.97
0.14
0.35
0.05
TRUE
1.3
Full
0.5
0
0
556.1
556.86
4-6
4-6 to 4-1
3.64
4.58
0.3
559.1708984
559.5
0.25
0.08
4-5 to 4-6
50.26
1.46
1.89
0.06
0.502
0.03
4-5 to 4-6
1.46
1.89
0.06
0.35
0.02
TRUE
1.3
Full
0.5
0.13
0.08
559.25
559.31
4-5
4-5 to 4-6
1.46
3.38
0.2
559.4785156
559.66
0.25
0.04
0
0
0
0
0
0
0
0
0
0
0
TRUE
1.3
Full
0.5
0.04
0.03
559.51
559.69
Kimley>>Morn
Storm Drain Design Calculations
VDOT LD-229
Outfall B - Downstream of Detention -
Proposed
Project: Ivy Road Sidewalk Improvements
Project #: 0250-002-R98
Date: 8/22/2017
Locality: Albemarle
10 -year storm
Manning n = 0.013
FROM
POINT
TO POINT
DRAINAGE
AREA
RUNOFF
COEFFICIENT
CA
INLETTIME
RAINFALL
RUNOFF
INVERT ELEVATIONS
LENGTH
SLOPE
SIZE
PIPE
CAPACITY
Q/Qi
VELOCITY
FLOW TIME
REMARKS
inlet
accum
upper end
lower end
incr I accum
acres
C
min
in/hr
cfs
ft
ft
ft
%
in
cfs
%
fps
min
4-3
4-4
(N/A)
(N/A)
0.000
0.000
0.00
6.67
7.27
544.60
544.30
24
0.013
24
25.29
29%
6.96
0.06
0.00
4-4
EX. 4-7
(N/A)
(N/A)
0.000
0.000
0.00
6.67
7.27
543.20
543.00
11
0.018
24
30.50
24%
7.96
0.02
0.06
EX. 4-7
#415
0.38
0.75
0.285
0.285
5.00
6.67
9.18
542.03
541.34
53
0.013
24
25.81
36%
7.52
0.12
5.00
#415
1 #400
0.38
1 0.75
0.285
1 0.570
5.00
1 6.63
11.08
541.32
1 538.37
131
1 0.023
24
1 33.95
33%
9.66
0.23
5.12
#400
#401
0.46
0.75
0.345
0.915
5.00
6.55
13.31
538.30
536.77
61
0.025
24
35.83
37%
10.56
0.10
5.34
#401
#421-A
0.93
0.80
0.744
1.659
5.00
6.52
18.18
536.70
535.93
98
0.008
24
20.05
91%
5.79
0.28
1 5.44
#421-A
#405
(N/A)
(N/A)
0.000
1.659
0.00
6.43
18.03
535.93
535.56
47
0.008
24
20.07
90%
5.74
0.14
5.72
#405
#406
0.03
0.55
0.017
1.676
5.00
6.39
18.06
535.52
535.33
24
0.008
24
20.13
90%
5.75
0.07
5.86
#406
#409
23.17
0.60
13.902
15.578
15.13
4.53
78.36
535.05
529.23
185
0.031
24
40.12
195%
24.94
0.12
15.13
SURCHARGED
#409
#409 (Out)
0.79
0.50
0.395
15.972
5.00
4.51
79.90
528.19
526.50
73
0.023
30
62.41
128%
16.28
0.08
15.25
ISURCHARGED
Kimley)))Horn
Hydraulic Grade Line Calculations
VDOT LD-347 Outfall B - Downstream of Detention -
Project: Ivy Road Sidewalk Improvements
Project M 0250-002-R98
Date: 8/22/2017
Locality: Albemarle
10 -year storm
INLET
0.8D+
INV
(OUT)
ACTUAL
OUTLET
WSE
DESIGN
OUTLET
WSE
Do
Qo
L.
Sfo
Hf
JUNCTION LOSS
FINAL
INLET F/L
WSE ELEV
Vo
(8)
Ho
(9)
Q
(10)
V;
(11)
Q;V;
(12)
z
V,.
Zg
H;
Angle
Ho
H,
Surface
Runoff
Factor?
1.3 H,
IS-17
0.5 H,
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20) (21)
#409
528.50
529.00
529.00
30
79.90
73
0.0380
2.77
16.28
1.03
78.36
24.94
1954.30
9.66
3.38
40
4.15
8.56
NO
8.56
YES
4.28
7.05
r 534.80
#406
530.83
536.05
536.05
24
78.36
185
0.1200
22.20
24.94
2.41
18.06
5.75
103.85
0.51
0.18
90
0.36
2.95
YES
3.84
YES
1.92
24.12
537.57
#405
536.93
560.18
560.18
24
18.06
24
0.0064
0.15
5.75
0.13
18.03
5.74
103.49
0.51
0.18
90
0.36
0.67
NO
0.67
YES
0.33
0.49
.� .. 538.36
#421-A
537.16
560.66
560.66
24
18.03
47
0.0064
0.30
5.74
0.13
18.18
5.79
105.26
0.52
0.18
0
0.00
0.31
NO
0.31
YES
0.16
0.45
542.23
#401
537.53
561.11
561.11
24
18.18
98
0.0065
0.63
5.79
0.13
13.31
10.56
140.55
1.73
0.61
15
0.33
1.07
YES
1.38
YES
0.69
1.33
541.39
#400
538.37
562.44
562.44
24
13.31
61
0.0035
0.21
10.56
0.43
11.08
9.66
107.03
1.45
0.51
0
0.00
0.94
YES
1.22
YES
0.61
0.82
543.33
#415
539.97
563.26
563.26
24
11.08
131
0.0024
0.31
9.66
0.36
9.18
7.52
69.03
0.88
0.31
0
0.00
0.67
YES
0.87
YES
0.44
0.75
r 547.38
EX. 4-7
542.94
564.01
564.01
24
9.18
53
0.0016
0.09
7.52
0.22
7.27
7.96
57.87
0.98
0.34
0
0.00
0.56
YES
0.73
YES
0.37
0.45
548.56
4-4
544.60
564.47
564.47
24
7.27
11
0.0010
0.01
7.96
0.25
7.27
6.96
50.60
0.75
0.26
30
0.26
0.77
NO
0.77
YES
0.39
0.40
550.63
4-3
545.90
564.86
564.86
24
7.27
24
0.0010
0.02
6.96
0.19
0.00
0.00
0.00
0.00
0.00
0
0.00
0.19
YES
0.24
YES
0.12
0.15
r 551.10
Outfall B - Downstream of Detention -
Proposed
StormCAD HGL Computations
- Proposed -10yr - To Outfall B
Bend Loss
Expansion
Bend Loss
Bend Loss
Expansion
Expansion
Non -Piped
Downstream
Contraction
Contraction
Bend Loss
Pipe
Loss Pipe
Expansion
Expansion
Is Non -Piped
Correction
Unadjusted
Adjusted
Hydraulic
Energy
Downstream
Downstream
Conduit
Hydraulic
Energy
Loss
Loss
Bend Loss
Pipe Angle
Conduit
Pipe
Velocity
Bend Loss
Bend Loss
Expansion Loss
Loss Pipe
Loss Pipe
Velocity
Loss
Loss
Flow
Flow
AASHTO
factor for
Headloss
Headloss
Grade
Grade
Label
Downstream Conduit
Conduit Flow
Conduit
Grade Line
Grade Line
Controlling Pipe
Flow
Velocity
Coefficient
(AASHTO)
Controlling Pipe
Flow
Velocity
Correction
Shaping
Velocity Head
Coefficient
(AASHTO)
(AASHTO)
Head
Head
Coefficient
(AASHTO)
Significant?
shaping
(AASHTO)
(AASHTO)
Line (In)
Line (In)
(cfs)
Velocity (ft/s)
Ift)
(Out)
(Out) (ft)
(AASHTO)
(ft)
(AASHTO)
(degrees)
(AASHTO)
(AASHTO)
(AASHTO)
(AASHTO)
(ft)
(AASHTO)
(AASHTO)
(AASHTO)
(AASHTO)
(AASHTO)
(ft)
(AASHTO)
Factor
Method
(AASHTO)
Ift)
(ft)
(ft)
(ft)
(cfs)
(ft/s)
(cfs)
(ft/s)
(AASHTO)
(ft)
(ft)
4-3
4-3to4-4
7.27
4.89
0.4
545.5575562
545.93
0.25
0.09
0
0
0
0
0
0
0
0
0
0
0
TRUE
1.3
Full
0.5
0.09
0.06
545.62
545.99
4-4
4-4 to EX. 4-7
7.27
4.89
0.4
544.1575317
544.53
0.25
0.09
4-3 to 4-4
31.95
7.27
10.68
1.77
0.366
0.65
4-3 to 4-4
7.27
10.68
1.77
0.35
0.62
FALSE
1
Full
0.5
1.36
0.68
544.84
545.49
EX. 4-7
EX. 4-7 to #415
9.18
5.29
0.4
543.1124878
543.55
0.25
0.11
4-4 to EX. 4-7
0.16
7.27
10.21
1.62
0.002
0
4-4 to EX. 4-7
7.27
10.21
1.62
0.35
0.57
TRUE
1.3
Full
0.5
0.68
0.44
543.55
544.22
#415
#415 to #400
11.08
5.66
0.5
542.5139771
543.01
0.25
0.12
EX. 4-7 to #415
3.17
9.18
4.17
0.27
0.04
0.01
EX. 4-7 to #415
9.18
4.17
0.27
0.35
0.09
TRUE
1.3
Full
0.5
0.23
0.15
542.66
542.93
#400
#400 to #401
13.31
6.09
0.6
539.6134033
540.19
0.25
0.14
#415 to #400
1.77
11.08
4.65
0.34
0.022
0.01
#415 to #400
11.08
4.65
0.34
0.35
0.12
TRUE
1.3
Full
0.5
0.27
0.17
539.79
540.12
#401
#401 to #421-A
18.18
5.79
0.5
539.447937
539.97
0.25
0.13
#400 to #401
8.28
13.31
4.24
0.28
0.105
0.03
#400 to #401
13.31
4.24
0.28
0.35
0.1
TRUE
1.3
Full
0.5
0.26
0.17
539.61
539.89
#421-A
#421-A to #405
18.03
5.74
0.5
538.6585083
539.17
0.25
0.13
#401 to #421-A
0.52
18.18
5.79
0.52
0.007
0
#401 to #421-A
18.18
5.79
0.52
0.35
0.18
FALSE
1
Full
0.5
0.31
0.16
538.82
539.34
#405
#405 to #406
18.06
5.75
0.5
538.2230225
538.74
0.25
0.13
#421-A to #405
87.85
18.03
5.74
0.51
0.691
0.35
#421-A to #405
18.03
5.74
0.51
0.35
0.18
FALSE
1
Full
0.5
0.66
0.33
538.55
539.07
#406
#406 to #409
78.36
24.94
9.7
538.0700073
547.74
0.25
2.42
#405 to #406
90.17
18.06
5.75
0.51
0.701
0.36
#405 to #406
18.06
5.75
0.51
0.35
0.18
TRUE
1.3
Full
0.5
2.96
1.92
539.99
540.51
#409
#409 to #409 (Out)
1 79.9
16.28
1 4.1
531.7703247
1 535.89
1 0.25
1.03
1 #406 to #409
43.84
1 78.36
1 24.94
1 9.67
1 0.461
4.45
#406 to #409
1 78.36
1 24.94
9.67
1 0.35
3.38
FALSE
1
Full
1 0.5
8.87
4.43
536.2
545.87
VDOT ROADWAY SPREAD ANALYSIS REPORT
Road: Ivy Units: U.S. Customary X Sheet: of
Project N: 0250-002-R98 Metric (SI) Prepared by: JHO Date: 10f7/2019
Checked by: MRM Date: 10f7/2019
Structure
OT
Drainage
Composite
Rainfall
Inlet
Previousffi
ss
Logitudinal
Gutter/Local
Gutter
Manning's
Calculated
Allowable
ComputedSlot
Sumpedffffi
ted
Bypass Elm
Bypass to
Station
OffsetfiJDI4
Area
Runoff
Intensity
Discharge
Inlet Bypaspe
slope
Depress. Width
Slope
Spread
Spread
Length (100% Eff.)
Spread
to Next Inlet
Structure
No.
Sdard
Coefficient
Inlhr
Is)
lots)t
%
R
ft/ft
R
ft
R
fteh
No.
3-2
120+00.00
21.50BNo
Gutter
j16
0.40
0.75
4.00
1.21
0.000
2.9294
1.0000
0.0200
0.015
6.19
8.00
16.62
N/A
0.00
3-3
200+48.24
-20.18DB
16
1.13
0.85
4.00
3.84
0.000
2.2300
2.0000
0.0833
0.015
8.45
10.00
14.79
N/A
0.00
3-1
120+54.00
21.50BNo
Gutter
0.32
0.75
4.00
0.97
0.000
2.8784
1.0000
0.0200
0.015
5.73
10.00
14.75
N/A
0.00
Remarks:
HEC-12 is used for spread and bypass computations
All other computations done using GEOPAK Drainage
Road: Ivy
Project #: 0250-002-R98
VDOT ROADWAY SPREAD ANALYSIS REPORT
Units: U.S. Customary
Metric (SI)
Sheet: of
Prepared by: MRM Date: 8/22/2017
Checked by: BAM Date: 8/22/2017
Drainage
Composite
Rainfall
Inlet
Previous
Total
Cross
Logitudinal
Gutter/Local
Gutter
Calculated
Allowable
ComputedSlot
Sumped
Ponded
Intercepted
Bypass Flow
Bypass to
Structure
Station
Offset
V
Area
Runoff
Intensity
Discharge
Inlet Bypass
Discharge
Slope
Slope
Depress. Width
Slope
Manning's
Spread
Spread
u
Length (100 /o Eff.)
Spread
Depth
Flow
to Next Inlet
Structure
No.
Standard
acres
Coefficient
in/hr)
(cfs)
(cfs)
(cfs)
(ft/ft
%
(ft)
(ft/ft
n
ft
ft
ft
ft
ft)
(cfs)
(cfs
No.
4-3
128+72.00
32.50
DI-4E 16 No Gutter
0.25
0.85
4.00
0.97
0.13
1.10
0.020
3.1648
1.0000
0.0200
0.015
5.62
8.00
15.06
N/A
0.11
1.10
0.00
4-2
126+77.00
21.50
DI-4EE 16 No Gutter
0.38
0.85
4.00
1.85
0.55
2.40
0.020
2.8069
1.0000
0.0200
0.015
7.32
8.00
20.68
N/A
0.15
2.27
0.13
4-3
4-1
125+00.00
21.50
DI-3B 16 No Gutter
0.88
0.80
4.00
2.81
0.00
2.81
0.020
3.3109
1.0000
0.0200
0.015
8.30
10.00
26.91
N/A
0.17
2.25
0.55
4-2
3-10
123+25.00
21.50
DI-3B 14 No Gutter
0.31
0.75
4.00
0.92
0.00
0.92
0.020
2.4730
1.0000
0.0200
0.015
5.77
8.00
13.83
N/A
0.12
0.92
0.00
4-1
Remarks:
HEC-12 is used for spread and bypass computations
All other computations done using GEOPAK Drainage
Project: Ivy Road Sidewalk Improvements Grate Inlet Calcs 11/30/2018
Structure
Type
Area, A
Perimeter, P
Ponding Depth Allowable, d
Weir Control Flow, Qw
Orifice Control Flow, Q.
Design Capacity, QdP,
Actual Flow, Qnwai
Qdes>Qa«uai
ft2
ft
ft
cfs
cfs
cfs
cfs
4-6
Std. DI-7; Grate A Type III
3.25
12.80
1.56
37.41
10.91
10.91
2.19
OKAY
5-2
Std. DI-7; Grate A Type 1
6.00
12.80
1.71
42.93
21.09
21.09
50.69
NO